REPORT ... Durham Geodetic 


Survey. Durham, N. C. 


October, 1928 


DUKE 
UNIVERSITY 


LIBRARY 


Report... DURHAM 


GEODETIC SURVEY 
DURHAM, N.C. OCTOBER, 1923 


Report 


DURHAM GEODETIC SURVEY 
DURHAM, N. C. 


October, 1923 


R. H. RANDALL & CO. 
Geodetic and Topographic Engineers 
Toledo, Ohio 


DURHAM 
CuHRIS-IAN & KinG Printrnc ComPpANy 
1924 


Engineering Library - 


1) UY 
sel i, 


Letter of Transmittal 


Duruam, Norru Carona, Ocroser 6, 1923. 


To the Mayor and Council of the City of Durham, N. C. 


GENTLEMEN: 


It is my very great pleasure to transmit to you a report of R. 
H. Randall & Co. covering the matter of a Geodetic Survey for 
your city. 


Progressive cities of the United States are coming rapidly to 
the realization that accuracy in base line surveys is vital as a 
basis for all secondary lines and locations and fundamental in 
city planning. Your acceptance of these facts and your willing- 
ness to proceed along the most advanced lines has made this 
survey and report possible. 


It is safe to say that you now have a survey which will com- 
pare favorably with any progressive city of the United States 
and all records together with monuments placed in the streets 
should be most zealously preserved. 


Yours respectfully, 


3 R. W. RIGSBY, 
City Manager. 


RWR/G 


5835096 


R. H. RANDALL & COMPANY 
TOPOGRAPHIC ENGINEERS 
622 SUMMIT STREET 
TOLEDO, OHIO 


OcroseErR 1, 1923. 
Mr. R. W. Riessy, City Manager, 
Mr. H. W. Kuerrner, Director of Public Works, 


Ciry or Duruam, N. C. 


GENTLEMEN: 


We are submitting herewith a final report upon the geodetic 
survey of Durham. We wish to express at this time our appre- 
ciation of your spirit of help and co-operation. To an unusual 
degree we have felt that a mutual understanding of aims and re- 
sults has existed. 


The function of a report such as this is, in our opinion, two- 
fold. First, we must record and present to you, in the most con-. 
venient form, all the data which has been assembled. Second, we 
must describe all processes and methods used, so that you may 
have a history and a guide that will enable you with minimum 
effort to examine into, and follow through any and all parts of 
the work. These purposes have been kept in mind and it is our 
hope that the report herewith submitted may fully serve your 
needs. 


We are, 
Yours very respectfully, 
R. H. RANDALL & CO., 
By G. D. Wurrmore. 


GDW/S 


Contents 


Arrangement of Report_______ 222 bee awe e ss a8 zea, 
Minecotetaplesn ini k-crpah ke ween ae ne SO EMOSE ote OEE Foe ys tee at 


Part I 
ETO MeEION see ee ere aS Re 2, TER ot 9 


Organizations = = eee es Nias oe 5 A et er a h 


Field work 
Reconnaissance ys ssa aes Be Oe ee ee ee DT 


Sethe ol GEenChVEar ks & oe. s0m ane er ee er eee De TE 


Astronomic Observations _- barnes 2 eee Wy 


Azimuth __ Ee ARS A Pie ee BE A ee aay 


Wyatitnd 6. 4 soe! s Me. fee ae ee) BP ee, 1S 


DT eg ae ee ee Re Sh See. S| 2 UE eee ene | 1] 


Angular Measurements 
Biguiipment y 22s ee es Bie Ak _ 14 
Method See eS MN ae 13 ee i 


Linear Measurements 


ig@ipMmente = en eee ate: Dace 16 


PSFOCEOUT EO): 2-25. eee a AS aL ek MR cs: eee ese 16 
LQG] Se ee ee Ne Seat atl a cs A 2s in See | 


(General) Statements ees =k ene i Ne eee ODT 


Ohieets Work <=... Bar eee pee EN eS ot OS Se 4 DO 


Computation of Astronomic Observations 
EE Ne eee 2 es Se asa RL Re Reb eee SN ERD Fst 
Eatitide. as aoe ee ee ee ae i 
Azimuth {Ses SES ae Ss 25 


Computation of Angular Closures______ ZOE RE O8 LALIT OG 
Adyustment of Anvular Closures: 2" Seu. 2 es ee Bee y( 


[5] 


535096 


Contents—Continued 


Computation of Azimuths and Bearings... _ 28 
Inspection and Check of Taping Field Notes .__.___ 1 2229 
Reduction of Slant Distances to Horizontal_.._._...________ 29 
Computation of Latitudes and Departures —..________ _ 30 
Adjustment of Latitude and Departure Closures ea 31 
Computation of Rectangular Co-ordinates ae 32 


Computation of Level Differences ee 


Adjustment of Level Discrepancies =2 (33 
Computation of Hlevations______ Eee 33 
General Remarks _........ 33 
Parr II 
List of Descriptions, Elevations, Co-ordinates, Azimuths, and 
Distances, of Precise Survey Points _ __..-_ 36-65 
Index for Part ll _....242.2 eee 66-67 


ILLUSTRATIONS AND Maps 


Organization Chart _.._..__ Eee 
Photograph of Station Monuments or Bench Marks ________ 12 
Photograph of Sight Rods_._.___. rr 
Photograph of Portable Tape Support or Buck —.________ _ 15 


Photograph of Taping Party at work _______ _ 17 


Specimen Sheet of Taping Notes___.._ es 


Photograph of forward contact Eee ang () 
Sketch of Durham Traverse Net BP8} 


Specimen Angle Sheet een 


Specimen Distance Reduction Sheet nag 


Map showing location of Durham Precise Survey Points back cover 


Arrangement of Report 


This report, covering the Durham Geodetic Survey, is di- 
vided, for the reader’s convenience, into two parts; Part I, con- 
taining general information about the Survey—equipment, meth- 
ods, results, etc.; Part II, giving a complete list of the perma- 
nent station marks (hereafter referred to as Bench Marks), 
semi-permanent points, with descriptions, elevations, rectangu- 
lar co-ordinates, azimuths, and distances. 


Use of the Tables in Part II 


In the tables in Part II, the detailed descriptions of the 
traverse stations are given on the left-hand side of the page, 
arranged by lines—that is, line A, line B, etc. On the right- 
hand side of the page is the corresponding list of elevations, co- 
ordinates, azimuths, and distances. Anyone desiring to begin a 
survey from precise control in any certain area would first con- 
sult the map in the pocket of the back cover, obtain the numbers 
of the traverse stations which are nearest that area, and look in 
the index for descriptions and positions for those points. This 
index is arranged alphebetically and numerically—that is, semi- 
permanent points, such as lead and oak hubs, are given a num- 
ber preceded by the letter of the line of which they are a part. 
Permanent station marks, or bench marks, are numbered through 
from 1 to 86, the one nearest the center of the city being No. 1, 
next nearest, No. 2, and the farthest, No. 86. This index will 


give the pages for the descriptions and the positions. 


PART I 


Introduction 


The City of Durham, previous to 1923, had no system of 
horizontal or vertical controlling surveys. Neither did it have 
any sort of property or tax map, the original City Map having 
been destroyed by fire some years ago. It was proposed, there- 
fore, to make a new City Map, constructed from actual surveys, 
and showing on a large scale all streets, alleys, street widths, 
block lengths and bearings, etc. It was readily seen that, in 
order to prevent blunders or cumulative errors in the block meas- 
urements, some sort of precise horizontal controlling survey was 
necessary, and that this must consist either of triangulation sup- 
plemented by traverse, or of precise traverse alone, run in adja- 
cent circuits and adjusted simultaneously. The latter system 
was finally decided upon for the following reasons: first, the 
area to be controlled was relatively small, less than four square 
miles; second, the topography of Durham is comparatively flat, 
and triangulation would be more expensive than usual due to 
the necessity of constructing towers; third, precise traverse 
methods are now so improved as to make it possible to obtain 
exactly the same results as with triangulation. 


While the immediate reason for the precise control was the 
block survey, this control will also be valuable as a basis for 
underground surveys, location surveys, topographic maps, etc. 


It may be well to state here the reason for employing an 
outside organization, such as this Company, for the execution of 
this geodetic survey work. There is nothing so inherently difficult 
in this class of work that the City could not, if it so desired, buy 
the special equipment necessary and develop an organization to 
do the work; but the ultimate cost would probably be more than 
it would if executed by a trained and experienced organization, 
supplied with all the necessary equipment. Results in other 
cities have repeatedly proved this. 

A definite standard of accuracy was established at the very 
beginning. The maximum allowable closure, after an azimuth 


[9] 


10 Report DurHam GropETICc SURVEY 


adjustment, in any one circuit was fixed as one part in 20,000, 
and the average must be at least one part in 40,000. The actual 
closures obtained were an average of 1 : 45682, with a maximum 
of 1:24584. Traverses of this class are sufficient to control 
future surveys with an accuracy up to_one part in 20,000. 


The Durham Traverse Net now consists of 86 permanent 
stations, or bench marks, and 58 semi-permanent points, (lead 
or oak hubs) connected by 19.8 miles of precise traverse. 


ORGANIZATION 

The chart on this page gives graphically the organization em- 
ployed upon the Durham Survey. The Supervising Engineer of 
the district gave enough time to the job to personally supervise 
and inspect all work. Three of the field men, experienced in 
geodetic survey work, were furnished by this Company. The 
other two men were loaned by the City, being qualified as rod- 
man and chainman in ordinary survey work. It has been found 
that an organization of this size and character with a supervis- 
ing engineer giving only part time to the job works out very 
well, both in quality of results and reasonableness of costs. 

The office work—computations and adjustments—was done 


CITY OF DURHAM 


City Manager 
R. W. Rigsby 


Director Public Works 
H.W. Kueffner 


R. H. RANDALL & CO. 


R.H. Randall,Chief Engineer 
G.D.Whit more,Supervising Engineer 


Mathematician Chief of Party 
M. ¥. Poling H. B. Christie 


Rear-Chainman 
B.L. Shields 


Level-Rodman 
C.F Parrish 


Computer Instrument-Man|| Head-Chainman 
C. A.Labbe C.B.Taylor W. E. Chniel 


Report DurHam Geopetic SuRVEY 11 


in the Richmond, Virginia, office of this Company, by experi- 
enced computers, under the immediate direction of the Supervis- 
ing Engineer. This was done to avoid the expense and incon- 
venience of moving the computers to Durham; to get the benefit 
of the special computing machines, charts and tables, which are 
in the Richmond office; and to permit the Supervising Engineer 
to give immediate and constant attention to the computations and 
adjustments. 


FIELD WORK 
REcONNAISSANCE 


A precise traverse net requires as thorough a field reconnais- 
sance as does a triangulation survey. In Durham the proposed 
traverse lines were first drawn on a street map, usually following 
the main streets, and so spaced as to make all circuits of approxi- 
mately equal size and with the lines evenly distributed. Next, 
a field party went over the ground, taking particular note of the 
following points, which are prime requisites of any precise 
traverse line: length of sight, visibility, vertical and lateral re- 
fraction, eveness of grade, and permanency and feasibility of sta- 
tion sites. If the line as proposed on paper did not meet all of 
these requirements satisfactorily, the line was shifted one or two 
blocks either way until the best location was found. While on 
the reconnaissance, notes were taken of each proposed station 
site, brought into the office and plotted on a map. The 86 bench 
marks were then so placed as to be quite evenly distributed, and 
so that from any one bench mark another one was always visi- 
ble. The remaining points were to be marked in a semi-perma- 
nent manner, in concrete or pavement by a lead hub firmly fast- 
ened and center-marked by a tack, and in earth by a 2” x 2” x 30” 
oak hub, center-marked by a tack. 


SetTING oF Bencu Marks 


Immediately upon completion of the reconnaissance the set- 
ting of bench marks was begun. About 60 of the total of 86 had 
been pre-cast in concrete piers, 12 inches in diameter and 36 
inches deep, it having been estimated that only about one-third 
of the bench marks would be placed in structures already in 
place, such as curbs, sidewalks, ete. The setting of the bench 
marks was done by laborers from the City’s forces under the su- 
pervision of the men who had made the reconnaissance. 


12 Report Duruam Gropretic SURVEY 


Two views of the bronze tablet bench mark are shown on 
this page. 

The semi-permanent points were set later by the transit 
party. 


Two Views oF STANDARD BENCH Mark Usep As PRECISE TRAVERSE STATIONS IN 
DurHAM GEODETIC SURVEY 


AstTRONoMiIc OBSERVATIONS 


Since there was no government triangulation or traverse — 
within reasonable distance from which to obtain azimuth, or no 
accurate maps available from which to obtain latitude and longi- 
tude, it was necessary to observe for time, latitude, and azimuth 
in order to put the Durham Geodetic Survey upon a true azimuth 
basis. It was decided to make two azimuth observations, one at - 
Bench Mark No. 80, in the northeastern part of the City, and 
one at Bench Mark No. 61, in the southwestern ‘part of the City. 
Latitude and time were observed for at Bench Mark No. 80, and 
computed for Bench Mark No. 61, by scaling south and west 
distances from the 1/4800 scale map of the City. These scaled 
distances could be considerably in error and still not affect the 
computed azimuth at Bench Mark No. 61 by as much as one. 
second of arc. 


The instrument used on the astronomic observations and 


Report DurHam Geropetic SURVEY 13 


angular measurements was a 6-inch Bausch and Lomb transit, 
reading direct to 30” and by estimation to 15.” The vertical 
circle was complete, reading direct to 1’ and by estimation to 
30”. Other equipment consisted of a lantern box with vertical 
slit in front for the ground sight in azimuth, illuminating device 


for transit cross-wires, electric hand lamps, etc. 


Azimuth—Inasmuch as the observed azimuths were to be used 
to control the traverse angles it was necessary to have a final 
accuracy in each of the observed azimuths of better than (plus 
or minus) 5 seconds of are. 


The azimuth party consisted of six men: one observer, one 
recorder, two timekeepers, one light-keeper, and one helper. The 
star Polaris was used for the determination of azimuth. Sixty 
angles were turned between the ground mark and star—that is, 
10 sets of 6 repetitions each, (three with telescope direct and 
three reversed). The recorder kept notes of the initial and 
sixth readings. The difference between the two readings divided 
by 6 gave the mean angle for the set. Two watches were com- 
pared with wireless time on the day preceding the observation, 
and compared again on the following day. Their constant error 
and rate of error were thus determined and allowed for. At the 
instant of pointing the star the observer called “Star” and each 
time-keeper made an independent note of the time for that sight. 
These time notes were afterwards compared, and the largst dis- 
crepancy was 1 second. 


Latitude—A single latitude determination is made by meas- 
uring the vertical angle to some star and noting the time at the 
instant of pointing the star. One vertical angle or altitude con- 
sists of two measurements, one with telescope direct and one re- 
versed. Eight such sets were taken for altitude in Durham. 


The star Polaris was used in the latitude observations and 
the same party was employed as in the azimuth determination. 


Time—Observations for time, which consist in determining 
the error of a watch, were made on two stars, Arcturus, east of 
the meridian by about 40 degrees, and Procyon, west of the 
meridian by about 60 degrees, and both nearly on the prime 
vertical. Eight. sets—a set consisting of two vertical angles or 
altitudes, one direct and one reversed—were taken on each star, 
and the time noted at each pointing. Time observations made in 


14 Report Duruam Geopetic SurRVEY 


this manner are sufficiently accurate 
for use in determination of azimuth. 


ANGULAR MEASUREMENTS 


Equipment—The same instrument 
was used in measurement of angles 
on the precise traverse lines as was 
used in the astronomic observations. 
Sight rods were of a special type, 
being the outcome of several years 
of experiments with various types 
of signals, and are considered to be 
the best design from the standpoints 
of accuracy and progress. They are 
made of well seasoned wood, with a 
pointed iron shoe. The entire face 
is 1 inch wide, with a one-eighth inch 
red strip painted down the center. 
The center of the sight is the center 
of the fact of the rod, and the iron 
point is therefore lined up with the 
red strip on the face. The sides are 
painted black to eliminate phase 
and to make the face of the rod more 
prominent. Up to a distance of 
about 1000 feet the red strip can be 
bisected, and above that distance the 
white face can be bisected. The rod 
is brought to a vertical position by 
means of a plumb bob which hangs 
in a frame on the back. Special iron 
tripods, with a slow motion lateral 
movement on the head, were used to 
support the rod in’ position, thus 
avoiding even the small waverings 
which the steadiest rodman cannot 
prevent. On very short sights a 
plumb bob was suspended from the 
iron tripod and the plumb bob cord 
bisected. 


Method—the party used on angu- 
lar measurement consisted of four 
Two Views or Sicut Rops, Usen Men: one chief-of-party, who acted 


As SIGNALS oN DurHay é 
ee eee as recorder, one observer, and two 


Report Duruam GropEetic SuRVEY 15 


rodmen. Each angle was measured 6 times by the re- 
peating method, 3 direct and 3 reversed. Vernier readings 
were made for the initial setting, after the third turning 
and after the sixth turning. This gave two values, each the 
mean of three turnings, and the mean of these two values was 
the measure of the angle. At every station the horizon was 
closed—that is, both the left-hand and right-hand angles were 
measured and adjusted so that their sum equalled exactly 360 
degrees. The horizon closures thus determined averaged about 
4 seconds each. On the main line running directly through from 
eastern azimuth observation to western azimuth observation the 
angles were repeated twelve times instead of six. 


PoRTABLE TAPE Support or ‘Buck’? USED IN PRECISE TRAVERSE TAPE 
MEASUREMENTS 


16 Rerorr Duruam Geroprtic SuRVEY 


Linear MrasurEMENTS 


Equipment—A precise traverse tape measurement over -a 
course corresponds essentially to a single measurement of a base 
line for triangulation. Practically the same methods and equip- 
ment are used as in base measurement, and enough precautions 
taken to insure each course having a measured value correct 
within about 1 part in 50,000. 


Probably the most important single piece of equipment in 
the measuring outfit is the tape. In Durham two steel wire tapes 
were used, one of 200 feet and one of 100 feet, standardized by 
the U. S. Bureau of Standards. An Engineer’s spring. balance 
was employed to give the proper tension, this balance being 
tested at frequent intervals. Temperature readings were ob- 
tained from ordinary mercurial thermometers. The portable 
tape supports, or bucks, (see plate p. 15) are the result of sev- 
eral years of experience with different types, the style finally 
adopted and used here being the most satisfactory from the stand- 
points of accuracy and progress. The tape is held in position at 
the rear end by an iron pointed hickory rod, about two inches in 
diameter. When the 200 foot tape was used it was necessary to 
support it at the 100 foot point as well as at both ends. This 
support consisted of an upright piece of wood, about 1’x3”36’’, 
supported on a small tripod, and having holes at one,inch inter- 
vals into which a nail could be fitted to support the tape. A 
black and white range pole, held in place by a light tripod, was 
used for lining in the tape. This was done by eye on short 
courses and by transit on the longer ones. 


The level outfit consisted of a Bausch and Lomb wye level 
and a thirteen-foot extending Philadelphia rod. 


Procedure—The field party consisted of five men. These 
were: the chief-of-party, who makes forward contact and keeps 
a set of check notes; head-chainman, who gives the tension at the 
forward end of the tape; rear-chainman, who supports and pulls 
the tape at the rear end; levelman, who operates the level and 
keeps the notes; and level rodman. (See photograph). 

After the party had assembled at the station from which the 
taping was to start, the head-chainman carried the range pole 
ahead, and by means of bracing tripod, centered the pole over 
the forward station. As soon as this was done the rear-chainman 


vi 
1 ONid 
Wy, 

Aili 

Ly 

HOM, 


~ 


18 Report Duryuam Geropetic SurRvEY 


lined in the forward buck, which was painted black and white to 
facilitate sighting. Then, if the 200-foot tape was being used, he 
lined in the middle support, first for line, then for grade. The 
man at the middle support placed his hand at the hole which he 
thought was about on grade, and the rear man motioned him up 
or down until it was exactly on grade. The nail was then placed 
in this hole and the tape supported on it. If it was not possible, 
due to uneven grade, to place the middle of the tape on grade 
with the two ends, the nail was placed amply high so that the 
tape would not touch ground between supports, and an eleva- 
tion was then taken upon the nail. Meanwhile the levelman had 
set up his instrument, had read the back-sight and figured the 
height-of-instrument, and was ready to take the side-shot on the 
middle support if it was not on grade; or, if it was on grade, was 
ready to take the fore-sight on the forward buck. The rear- 
chainman then carefully pulled the tape back, hooked it to the 


FIELD NOTES Party: Christie Sheet No. 13 
Taylor Job—Durham 
TAPING PARTY Chniel Date: May 8, 1923 
Shields 
Parrish LINE “Ww” 


ELEV. SIDE ELEV. REMARKS AND 
T. P gis ES SHOT SD-SH LENGTH DESCRIPTIONS 
275.633 75.6 200’ tape — 
3.520 79.153 2.9 76.3 Weather fair, cool 
2.900 76.988 5.065 74.088 74.1 
4.1 72.9 
4.5 72.5 
6.060 70.928 70.9 NW cor. Watts 
6.370 77.298 St. & North Rd. 
3.1 74.2 100 
| 4.3 73.0 100 
7.850 80.568 4.580 72.718 
4.3 76.3 100 
5.115 82.983 2.700 77.868 77.9 Buck | 100 
7.385 | 88.843 1.525 81.458 81.5 Buck | 200 
5.335 91.973 2.205 86.638 86.6 Buck | 200 
Srl 88.3 Sup 100 
3.8 88.2 Buck | 100 
4.420 87.553 87.6 BM 85 |_126.982 North side North 
4.370 91.923 Road 
3.1 88.8 Sup 100 
3.550 90.328 4.145 86.778 86.8 Buck 
3.8 86.5 Sup 
0.110 84.823 5.615 84.713 84.7 Buck 
2.7 82.1 Sup 
5.895 78.928 | BM 84 NW cor., Duke & 
North Road 
4.2 80.6 Sup 
4.8 80.0 Sup 
8.5 76.3 Buck 
3.170 78.943 9.050 75.778 TOP! 
5.4 73.5 Sup 
7.325 71.618 | W410 5 
SS 


advVJ, JO GNGY LNOUy LY LOVINOD ONINVIL 


20 Report DurHam GropEeTic SURVEY 


hickory handle, jabbed the iron point into the ground about two 
feet behind the station, and pulled the tape steadily until the 
zero mark was exactly coincident with the station mark. The 
front chainman then pulled his end steadily until the spring bal- 
ance registered the proper tension (usually twenty pounds). 
When both chainmen had the tape in position, and under correct 
tension, they gave the contact mana signal. The contact man 
then made a pencil mark on the copper top of the buck, and 
gave the signal to release tape. It was then stretched again, and 
if the second stretching did not check exactly with the first, the 
performance was repeated until two consecutive stretchings 
checked exactly; or if several contacts checked very closely a 
mean was taken. The thermometers, tied to the iron legs of the 
buck, were then read and recorded. Experiments were made 
with thermometers tied to the tape and to the iron bucks, and 
the readings were found to be almost identical. So to avoid the 
inconvenience and danger of breakage the thermometers were 
tied to the bucks. 


The first, or regular set of notes, were kept by the levelman, 
who recorded the backsights, fore-sights, side-shots, tapes, tem- 
perature readings, tensions, stations, etc. These notes were kept 
in duplicate, on specially ruled sheets 814 by 11 inches, punched 
for a loose leaf file. A sample sheet of these notes is given on 
page 18. The second, or check set of notes, was kept by the 
chief-of-party, who recorded, in a regular level book, the tapes, 
stations, temperatures, and detailed descriptions of stations. 
Immediately upon completion of one course the two sets of notes 
were compared. The station was then referenced by tape meas- 
urements to three or more prominent and substantial objects, 
these detailed references being recorded along with the general 
description. 


After all the precise, slant measurements had been completed, 
two two-man parties were sent out with 100 foot tapes to make 
horizontal measurements over each course. These horizontal 
measurements were made to use as a check on the slant distances, 
—to catch blunders in the reading of the tape,—one foot, ten 
feet, etc. 


It was found necessary, due to congested traffic conditions, 
to work the down-town section in the early morning hours, from 
about four to seven o'clock. 


Rerort Duruam Gropretic SuRVEY 21 


LEVELS 


The levels carried by the precise taping party are run pri- 
marily for the purpose of getting the differences of elevation be- 
tween the ends of the tape. However, since the City had no 
levels which could be used as contro] for the taping levels, and 
since the taping levels would have to be run in circuits in order 
to secure a check, it was decided to try to get levels of such 
quality as could be adjusted and used by the City for ordinary 
work, such as construction profiles, etc. The levels are not good 
enough, nor was it expected they would be, to serve as a base net 
from which other bench marks could be established. Probably at 
same later date the City will undertake to establish precise ele- 
vations on all the permanent bench marks. 


The level was tested for adjustment about every other day; 
an attempt was made to keep the back and fore-sight distances 
equal, but not at the expense of taping progress; and precautions 
were generally taken which would insure ordinarily good levels. 
Whenever the circuit closures indicated a mistake in any one 
side, the levels on that side were re-run until the mistake was 
found, and the course in which it was found was then re-taped. 


The datum plane used as a basis for elevations is mean sea 
level, the bench mark in the Court House, established by the U. 
S. Geological Survey, being taken as the base. This elevation 
was checked with another bench mark, also set by the U. S. 
Geological Survey, and located about one mile east of+ Durham. 


GENERAL STATEMENT 


The equipment used, and the methods adopted, were selected 
with two points in mind: first, to obtain traverses with circuit 
closures averaging 1:40,000, or better; and second, to make the 
angular work of approximately the same accuracy as the taping— 
that is, if the taping would average 1:50,000, then the angular 
measurements should be within 1:50,000. We believe that it is 
not difficult to get traverses of a slightly higher accuracy than 
this at slight additional cost, mainly by improving the equip- 
ment, such as invar tapes instead of steel, 10” theodolite instead 
of 30”, etc.; but the Durham traverses are well within the limits 
of accuracy established as being economically correct for the 
property values involved, and additional accuracy at additional 
expense was not thought to be justified. 


in) 
ho 


Company. 


Report DurHAam GropretTic SURVEY 


For reasons 


Orrice Work 


previously stated the office work, or computa- 


tions and adjustments, was done in the Richmond office of this 
The necessary computations were: 


Inspection and checking of all field notes. 


Computation 
Computation 
Computation 
Computation 
Computation 
Reduction of 
Computation 
Computation 
Computation 
Computation 
Computation 


Computation 


of astronomic observations. 

of angular closures. 

of central meridian. 

of azimuths. 

of bearings. 

slant distances to horizontal. 
of latitudes and departures. 
of circuit closures. 

of level closures. 

of elevations. 

of rectangular co-ordinates. 


of corrected distances and azimuths. 


Adjustment of angular closures. 
Adjustment of latitude and departure closures. 


Adjustment of level closures. 


Before going into the details of these various computations 
and adjustments it might be well to give a general idea of the 
net as whole. Reference to the sketch on page 23 will show that 
the line between the two astronomic observations divides the net 
into two parts, nearly equal—seven circuits on the north side 
and five circuits on the south side. Therefore, in order to 
strengthen the net throughout, this main line was double meas- 
ured—taped twice, forward and backward, under as different 
atmospheric conditions as possible; levels run twice; and angles 
repeated twelve times instead of six. The intention originally 
was to hold this line practically fixed, corresponding to a base 
line in triangulation. For reasons given later, however, this 
scheme was not strictly adhered to. 


The different phases of the office work will now be consid- 
ered in order. 


23 


Report DurHam GEopDETIC SURVEY 


“SAOQUINN OPIS PUB ‘s.192307 3jNDUID ‘53ND419 
Supnoys 


44N S3SUSAVUL ISI9SUd WVHUNG 


JO dVW 


24: Rerort DurHam Groprtic SURVEY 


Computation or AstRoNOMIC OBSERVATIONS 


Time—First the observed altitudes were corrected for refrac- 
tion, and from the corrected altitudes the zenith distance com- 
puted, for each set. The formula then used for computing time 
observations from observed zenith distances was: 


| sin 14[ £-+ (®—8) ] sin '4[ €— (@—8)] 


sine Zt=V/ cos ® cos 6 


in which ¢ is the hour angle, 6 the declination, € the zenith dist- 
ance, and © the latitude. For these computations the latitude 
was assumed as 36 degrees, later found to be in error by only a 
few seconds. After ¢ was computed it was subtracted from the 
right ascension of the star, giving the sidereal time of the obser- 
vation, which, converted to mean solar time and subtracted from 
watch time (Eastern Standard time) gave the difference in time 
between the point of observation and the 75th meridian. The 
longitude of the place can, then, of course, be readily computed. 
In the above formula the declination and right ascension are 
taken from the American Ephemeris and Nautical Almanac. 
The probable error of the sixteen sets, as figured from the 
formula. 


Ea 
p- ¢. = 0.6745 VY n—1 
Vn 
was + 0.52 seconds of time. The differences between corrected 


watch time and observed time for the sixteen sets were as 
follows: . 


Watch showing 75th meridian time was fast by - 


Arcturus h m_ 5 Procyon h m_  s5 

Seuea OM ToT PSIeo Set I 0 15> 36% 
2 31.3 2 34.1 
3 31.8 3 36.7 
4 35.3 4 28.7 
5 30.7 5 28.2 
6 32.8 6 32.8 
7 32.9 ve 30.1 
8 32.7 8 40.0 


All computations for the time reductions are filed in Durham 
Geodetic Survey Records, Vol. I. 


Report DurHam Geropetic SURVEY 25 


Latitude—Observed altitudes were first corrected for refrac- 
tion, then the hour angle ¢ computed. The formula used to re- 
duce the latitude observations was 

® — [a—(90° — 8) cost] +e 

where ® equals the latitude, a the corrected altitude, 6 the decli- 
nation, ¢ the hour angle, and c a small correction taken from 
Astronomic Tables. As there were eight sets to be computed 
this work was also arranged in columns. The final computed 
value for Bench Mark 80 was 35° 59’ 49”, with a probable error 
of + 5."2 The values obtained for the eight sets are listed 
below: 


° , ” 


Set 1 
2 
3 
4 35 59 19 
5 
6 
7 


8 35 59 41 

All computations for latitude reductions are filed in Durham 
Geodetic Survey Records, Vol. I. 

Azimuth—The first step in the azimuth computations was the 
reduction of mean time to sidereal time. This done the hour 
angle t was then figured by subtracting the right ascension of 
Polaris from the sidereal time of observation. The formula then 
used was 


Sees sin t 


cos ® tan 6 — sin ® cos t 


where A is the azimuth, 6 the declination, and © the latitude, and 
t the hour angle. This result was further corrected for curva- 
ture, the path of the star being a curve, and not a straight line. 
The results obtained for the two azimuth observations are listed 
below: 


At Bench | Mark 80 At Bench Mark 61 
Set 1 182 25 51.0 Set 1 197% 06 21.7 
2 182 25 59.4 2 197 O06 25.1 
3 182 25 57.7 3 197 06. 11.6 
4 182 25 55.8 4 197 06 19.4 
5 182 26 00.5 5 197 06 27.7 
6 182 26 083 6 197 06 17.2 
W  NS2 25% 55:0 7:197 06. 28.2 
8 182 26 065.1 8 197 06 13.9 
9 182 25 58.8 9 197 O06 21.7 
10 182 26 07.7 10 107 O6 21.1 


26 Report DurHam Gropetic SURVEY 


° , “uw ° , wu 
Mean 182 25 59.93 Mean 197 06 20.76 
Probable error = 17/18 Probable error = 1717 


The computations for azimuth are listed on a standard form, 
and are filed in Durham Geodetic Survey Records, Vol. I. 


ComMPuTATION oF ANGULAR CLOSURES 


Angular closures for each complete circuit were computed by 
totaling the right-hand, or first clockwise angles, of all the set-ups 
on each circuit, proceeding in a clockwise direction, and consider- 
ing the circuit as a polygon. Thus if a circuit had m courses, 


the total number of degrees for the sum of the exterior angles 
should be 


(n+ 2) X 180° 
where n is the number of sides or courses, in the polygon. The 
average error per set up, as indicated by the circuit closures, was 
aii 
These computations were tabulated in vertical columns, one 
sheet for each circuit. The final adjusted values for each circuit 


ANGLE SHEET F 


Y Job—Durham 
Location of Circuit: Mangum—Haywood—Dowd Date: April 28, 1923 
Elizabeth—Holloway—Main Note book No. 1&2 
STATION ANGLE FIRST CLOCKWISE NORE 
OCCUPIED BETWEEN ANGLE (HEUMAEES BUDS 
PAGE 
Sk ae | ° , ” 
BM 3 |BM 1—BM 9 179 47 26.3 2— 5 6 + 7.2 
9 3— 20 179 54 50.6 4 5 6 + 62 
20 9 — F3a 151 16 42.9 Line P joins 5 6 + 18.4 
ere 
F3a 20 — 26 264 28 10.8 cane Q joins 6 6 + 3.3 
ere 
BM 26 F3a — BM 21 281 O01 12.5 6 6 SS ie 
21 |BM 26 — BM 31 76 3 55.0 6 6 0.0 
31 21— B 2 272 53 00.8) Line F ends 8 6 —12.1 
here 
B2 31 — BM 25 ISL) 10) 1255) 8 6 0.0 
BM 25 |B 2— 22 172 20 17.5 8 6 + 17.4 
22 |BM 25 — 12 265 56 50.6 Tine E begins} 1— 44 12 — 12.0 
ere 
12 22 — 10 175 26 45.4 45 12 — 5.7 
10 12—A “(| 129 21 59.4 45 12 —11.5 
Alt 10—BM 8 180 15 06.9 45 12 — 1.0 
BM8 |A i— 5 270 51 10.6 55 12 + 5.5 
5 |BM 8— 1 179 21 44.0 55 12 — 0.7 
1 5— 8 269 40 23.4 56 12 4.2 
Sum 3239 59 49.2 
Closure — 00 10.”8 
4 per|set-up 0."7 : 


Report DuruHam GeEopEeTic SURVEY 27 


were written in red ink on the same sheet with the field angle, and 
immediately above it. A sample angle sheet is shown on page 26. 

These computations are filed in Durham Geodetic Survey 
Records, Vol. I. 


ADJUSTMENT oF ANGULAR CLOSURES 


Since the Durham traverse was in itself complete, and did not 
depend upon triangulation for precise positions, it was necessary 
to use some form of adjustment which would consider all the 
circuits, and their’relation to each other, at the same time. Sev- 
eral methods have been used in the past, but they have not been 
strictly speaking, simultaneous adjustments, and oftentimes 
large discrepancies were forced into one or two of the circuits, 
making the corrections in these circuits excessive. It was there- 
fore decided to make a simultaneous adjustment by a least square 
method, hitherto untried. 


The conditions imposed were that each circuit should close 
“flat’’, and since there were twelve circuits there were twelve 
condition equations, with an unknown for every side. But an 
inspection of the closures indicated that some of the sides were 
without error—that is, an adjustment of a side in one circuit 
which was common to two circuits would increase the closure in 
the second circuit and necessitate a larger adjustment in the re- 
maining angles of the second circuit. So, wherever two adjacent 
circuits had closures of the same sign, (closures always being 
figured in a clockwise direction and given a plus sign if in excess 
and minus if deficient), the side common to the two circuits was 
not included in the condition equations. Assuming these sides to 
be correct, a tabulation of the condition equations for all of the 
twelve circuits showed that equation No. 7, for circuit E, had 
only one side, No. 19. A straight adjustment was made, there- 
fore, for the angles on that side, and the remaining 11 equations 
were solved by the usual least square method. There were 19 
unknowns in the 11 equations. Weights were introduced in the 
_ correlate equations for each side, the weight being inversely pro- 
portional to the square root of the number of set-ups, and in 
eases of double measurement, of course, a double weight. The 
solution of these equations gave corrections which made each cir- 
cuit close “flat”, and the corrections thus obtained were presuma- 
bly better—more nearly the truth—than could be obtained by 
any other method. 


28 Report DurHam GropEeTIc SURVEY 


The twelve condition equations for the angular adjustment 
are listed below: 


Equation 1 0 —=-+2079— 1— 38 
2 0=—+86’6— 4— 5— 6 
3 0=— 375+ 54 8 
4 0=—41%8-+ 6410111 oe 
5 0 =—10%8+12+13-4 14 
6 0 —-+ 5475 — 16— 13 : 
7 O =-+ 1879 — 19 (Made strght ar 
8 0 =-+ 2878 — 14 
9 0 =-+ 2777 — 238 — 24 
10 0 == — 6274+ 24-4 25 + 26 
11 0 =-+ 0973 —26—27— 8 
12 0 —=-+ 2174 — 29— 10 


All computations on this adjustment are filed in Durham 
Geodetic Survey Records, Vol. I. 


CompuTaTION oF AZIMUTHS AND BEARINGS 


The next step in the angular work was to compute a central, 
true azimuth, and from it figure the azimuths of all the courses. 
The observed azimuth at Bench Mark 80 in the eastern part of 
the city was carried into Bench Mark 1, at Main and Mangum 
streets, convergence of meridians allowed for, and an azimuth 
computed. The second observed aximuth, at Bench Mark 61 in 
the western part of the city was also carried into Bench Mark 1, 
convergence allowed for and a second azimuth computed. The 
two azimuths thus brought in to the central point differed by 
3176, or an average error per set-up, in the traverse, of 176. A 
weighted mean of the two carried azimuths was then taken, and 
the true, or reference meridian, established at Bench Mark 1. 
(This point is also the origin of rectangular co-ordinates). 

The zero point of the azimuths is the south point, from 
whence they increase in a clockwise direction around the circle, 
due west being 90°, due north 180°, and due east 270°. 

Upon the establishment of the reference meridian the 
azimuths of the other courses were computed simply by adding 
the first clockwise angle of each set-up to the back azimuth of 
the preceding course, and since the net was geometrically cor- 
rect, due to the angular adjustment, there were no azimuth dis- 
crepancies. 

The bearings were then computed from the azimuths for 
convenience in figuring latitudes and departures, the bearings 


Rerort Durwam Gropetic SuRVEY 29 


being given in each case to the nearest second. 

All azimuth and bearing computations are filed in Durham 
Geodetic Records, Vol. I. 

Field notes for the angular work are in Durham Geodetic 
Survey Field Books, Nos. 1 and 2. 


INSPECTION AND CHECK oF TaPpine FieLp Notes 


Having completed the angular phase of the work the next 
step was the careful inspection and check of the taping party’s 
field notes. This was done by two computers, working individ- 
ually, who checked all the level notes, computed the differences 
of elevation between the ends of the tape, computed temperature 
differences, total slant distances, etc. 

The original taping field notes are filed in Durham Geodetic 
Records, Vol. II. 


RepuctTion oF Stant Distances to HorizontTaL 
Given the slant distance, the difference of elevation between 
the ends of the tape, or “grade’’, the temperature, and the tape 
correction for a certain temperature and tension, the reduction to 
horizontal was a relatively simple matter. A table, giving cor- 
rections to a slant distance of 100 feet for grades of from 0.1 


DISTANCE REDUCTION SHEET 


FROM | SLANT GRADE 5 A TOTAL |HORIZONTAL 
TO DISTANCE . . CORR. DISTANCE 
6 
i? 

629.131 : —.136 | 628.995 
27 *| 200 0.8 

200 3.5 

200 4.3 

200 1.5 
7 200 ize 

200 2.4 

100 1.9 

78.020 1.4 

1378.020 : — .162 |1377.858 
35 100 

100 
27 200 


200 
95.155 


695.155 . — .082 | 695.073 


30 Report DuryHam Geropetic SuRVEY 


_ foot to 15.0 feet was prepared, considerably decreasing the labor 
on this part of the work. A table was also prepared, for a 100 
foot length, showing temperature corrections for every degree 
Fahrenheit, for a range of 40 degrees. Since the correction given 
for the tape was at 68 degrees Fahrenheit, all temperature dif- 
ferences were computed from this. The correction for the tapes 
was given by the U. S. Bureau of Standards, after a comparison 
with the U. S. Standard Lengths. 


The sample “Distance Reduction Sheet”, on page 29 will 
show at a glance the various steps in this computation. After 
the final, precise, horizontal distance was figured, it was com- 
pared with the check distance (chained horizontally by two men, 
with no corrections applied) to insure against blunders of one 
foot, ten feet, etc. 


These computations are filed in Durham Geodetic Survey 
Records, Vol. III. 


CompuTaTION OF LaTituDES AND DEPARTURES 


Having the precise bearing and distance of each course, the 
latitudes and departures were now ready to be computed. A spec- 
ial form sheet was used for this computation. Bearings were 
shown to the nearest second, and distances to the nearest hun- 
dredth foot. Gifford’s “Natural Sines,” giving the natural fune- 
tion to eight places for every second of arc, were used in conjunc- 
tion with a calculating machine. The latitudes and departures 
were taken only to the nearest hundredth foot. Each cireuit was 
shown on one page, the latitudes and departures summed for that 
circuit, and the relative closure figured. A table showing the rela- 
tive clusures for each circuit is given below: 


Circuit B 1 part in 46 582.7 


CT 5," 360798 
Di“ « 41 1865 
Ei “ “ 40 0282 
F 1 “ € 94 253.9 
G 1°“ “ 24 584.0 
H 1 “ “ 84 249.7 
JI 1 * © 40 80910 
K 1 * “ 37 076.8 
Pi“ € 41 630.9 
Q 1 ©“. 95 08% 
Wii “= « 36 000.5 


Average relative circuit closure is 1 part in 45 682.3. 
These computations are filed in Durham Geodetic Survey 
Records, Vol. III. 


Report DurHam Geropetic SuRVEY 31 


ApsuSsTMENT oF LatTitupDE aND DrepartuRE CLosuRES 

As in the case of angles an adjustment was desired which 
would not crowd errors into one or two of the circuits, and more- 
over, the ideal adjustment would be one which would consider 
all latitude and departure closures as distance closures and 
would give corrections which would not affect the azimuth to any 
considerable extent—that is, the correction should be in line with 
the course and not at right angles to it, since the azimuths had 
already been adjusted. So the same method as was used for 
angles—a simultaneous least square adjustment, where the con- 
ditions were that each circuit should close zero in both latitude 
and departure, and the use of weights in inverse proportion to 
the square root of the length of the polygon sides. The condi- 
tion equations for the latitude and departure adjustment are 
listed below: 


Latitude— 

No.1 0= —032+1+3 
2 0= —005+4+5+6 
3 0O= +016—3—6—10—l11 
4 0= +007—5—7—8 
5 0= —002+7+12+4+15 
6 0= —0.02+ 16 
7 0= —036+19+ 20 
8 0= — 0.23 + 22 
9 0= + 0.06 — 22 — 20 — 23 
10 0= +0.34— 15 — 25 — 26 
11 0= —0.36+26+27+8 
12 0= —0.08+29+10 

Departure— 

No; 1, 0— =-00l—1—38 
2 0= +032—4—6 
3 0— —025+3+9+11 +6 
4 0= +032—8—9 
6 O= +0.12—12—15 
6 0= +0.31 — 16 
~ 0— —-[o004— 19 
So 0 
9 0O= +0.33 — 23 — 24 
10 0O= —034+15 + 24+ 25 
ll oO= —011+8+27 
12 0= —0.16+29 


The solution of these equations by the method of least squares 
gave corrections to each side, which, in turn, were proportioned 
among the various courses for each side in direct proportion to 
the latitude and departure distances. 

New distances were figured from the corrected latitudes and 
departures, and also, although it was known that the change in 


32 Report Duruam Gropetic SURVEY 


azimuth caused by this adjustment was not great, new azimuths 
were computed. The average change in azimuth, due to the 
corrections to latitude and departure, was 1 part in 83 500, while 
the average change in distance was 1 part in 36 010. It is be- 
lieved that this adjustment also gives results which are closer 
to the truth than would be obtained by other methods. 

The double measured line in the center of the scheme was not 
held absolutely fixed, as originally intended, because an inspec- 
tion of the closures indicated that two of the six sides on this 
main line should receive some adjustment. These sides were, 
therefore, included in the condition equations, but modified by 
weights twice as large as for a single measured line. 

Computations on this adjustment are filed in Durham 
Geodetic Survey Records, Vol. III. 


CoMPUTATION OF RECTANGULAR CO-ORDINATES 


Knowing the corrected bearings, distances, latitudes and de- 
partures, the next step was the computation of rectangular co- 
ordinates. Bench Mark 1, the point at Main and Mangum streets, 
through which the reference meridian had been passed, was 
chosen as an origin, assigning to it a value of 50 000 North and 
50 000 Kast, thus making all co-ordinates which will fall within 
Durham’s probable area for some years to come of a plus value. 

Beginning at the origin the northings were added and the 
southings subtracted, for each consecutive course, to the north 
value; and eastings were added to, and the westings subtracted 
from, the east value of the origin. It is thus seen that the rec- 
tangular co-ordinates increase toward the north and east and de- 
crease toward the south and west. 


CompuTaTIONn oF Leve.. DirFERENCES 


The horizontal, and precise features of the Survey had now 
been taken care of, but there still remained the levels, which 
were, as before stated, considered good enough to use as control 
for profiles, street grades, etc., but not good enough for exten- 
sive level control. 

Proceeding around each circuit in a clockwise direction, the 
back-sights and fore-sights for each separate course were to- 
taled, and the smaller subtracted from the larger, giving the dif- 
ference the sign of the larger,—-that is, if the back sights ex- 
ceeded, going up hill, the sign was plus, and vice versa. Then 


Rerort Durnam Groprtic SURVEY 33 


the courses on each polygon side were totaled algebraically. 
Thus to figure a circuit closure it was simply necessary to add 
algebraically the differences of elevation for the sides included 
in that circuit. The table given below shows the closures ob- 
tained for the twelve circuits, and the co-efficient of the square- 
root-of-the-distance term. 


Circuit Length Level Closure 
Miles Closure Per Mile XV length of circuit 
Feet Feet 
W 2.19 — 0.074 0.034 0.050 
P 2.54 0.007 0.003 0.004 
Q 1.55 ——Oniod 0.089 0.108 
K 2.08 — 0.047 0.023 0.033 
F 1.97 0.057 0.029 0.041 
B 2.56 — 0.063 0.025 0.039 
E 2.73 0.102 0.037 0.062 
C 1.67 0.088 0.053 0.068 
D 2.39 0.138 0.058 0.089 
G 2.24 0.062 0.028 0.041 
J 2.92 0.008 0.003 0.005 
H. 2.86 0.069 0.024 0.041 


ADJUSTMENT OF LeveL DiscrePANCIES 


Knowing the discrepancies existing in the circuits it was nec- 
essary to remove them in some way. The least squaye method 
‘was selected for this, not because the errors were considered to 
be of such a class as would require this type of adjustment, but 
simply because it appeared to involve as small an amount of 
labor as any other method. Condition equations were stated for 
_each of the circuits, solved, and the corrections obtained applied 
to the courses on each side in direct proportion to the. distance. 


Computation oF ELEVATIONS 


An elevation had previously been transferred from the 
Court House to Bench Mark 8, and checked by a tie line from 
another U. S. Geological Survey bench mark, and it was only 
necessary to start from this known elevation and add or subtract 
the differences for each course in order. Since all closures had 
been removed in the adjustment there were no discrepancies in 
the elevations. : 

All computations for levels are in Durham Geological Survey 
Records, Vol. II. 


GENERAL REMARKS 


In closing we wish to say that we believe Durham now has a 
horizontal control survey of the highest character, and that, in 


34 Report DurHam Gropretic SURVEY 


order to realize fully on the investment, it should be continually 
used as a control survey. Other cities have legislation requiring 
that all maps, plats, or surveys made within their jurisdiction, 
which are to be filed for record, must be tied to, and -co-ordi- 
nates computed for all the corners on datum furnished by the 
city. This not only fixes the corner definitely in case of destruc- 
tion, but enables the City’s engineering department to easily 
and accurately plot that property on its maps, and know that 
it is in the proper position. 

One of the standardized tapes, used on the precise survey, 
with its correction, will be left with the City for permanent 
keeping. In the event of destruction or loss of this tape, how- 
ever, a new tape can be secured, and will be standardized by the 
U. S. Bureau of Standards for a nominal fee. 

Whenever a surveyor wishes to do any extensive work, using 
the Durham precise traverse as control, he should either use a 
tape standardized by the government, or one that has been com- 
pared with the City’s standards. This will insure that the tape 
lengths used on the different surveys are in agreement, an abso- 
lute necessity for accurate results. The simplest method of mak- 
ing a comparison locally would be to compare the surveyor’s tape 
with the City’s tape, using the same tension and having the 
same temperature for each tape. The difference can then be 
noted and added to the correction for the ‘standardized tape, 
after making a temperature correction. The second method 
would be to select one of the precise traverse lines, preferably 
one of the double measured courses and as level as possible. The 
length of this course can be taken from the tables in Part II. 
The surveyor would then chain this course himself, using his 
own tape, noting temperature, and always using the same ten- 
sion. Taking a mean of all his measurements (after a tempera- 
ture correction), the absolute correction for his tape, for the ten- 
sion used and the temperature taken as standard, would be 
expressed by the formula 


true distance—surveyor’s measured distance 
true distance 
length of surveyor’s tape 
Anyone doing accurate survey work should make it a regular 


part of the working program to compare tapes with some stand- 
ard at frequent intervals. 


Part 1 


Laser or Descuirrions, Exxv. cutie, Car eee 


_ AzmurTHs, anp Distancus, oF 
Scrvey Ports 


‘ 
: 
| : 
‘ 
- s 
- ‘f 
=— ag | 
é 
it AS 
a Wier - 
“ots Qe 
e 
> ee 
a ~*~ *: 
- - -< 7 
Ra 


36 


Bm i 


Bm 2 


A—13 


A—14 


Report DurHam GeropEeTic SURVEY 


REFERENCES—PRECISE TRAVERSE 


LINE “A” 


Bench Mark at the northeast corner of Main and Mangum 
streets. North curb of Main, center line of east sidewalk of 
Mangum. 9.86’ southwest of northeast property corner, cor- 
ner of No. 101 East Main street. 


Bench Mark at the northeast corner of Main and Corcoran 
streets. North curb of Main, center line of east sidewalk of 
Corcoran. 10.10' southwest of northeast property corner. 


Bench Mark set in south curb of Main street, at PC of curve 
going north on Chapel Hill street. In front of No. 343 Main 
street; about on center line, produced, of Morris street. 13.43’ 
northwest of northeast corner of No. 343 Main, at granite 
foundation; 33.36’ east of northwest corner of 345 Main at 
brick foundation; 32.09’ west of light pole in front of No. 339 
Main, at base of pole. 


Lead hub on north side of Chapel Hill street, about 1.5’ north of 
center line of sidewalk; east of entrance to No. 116 Chapel Hill 
street. 4.65’ south of south corner of north stone foundation 
of No. 116 Chapel Hill street. 16.39’ northeast of northeast 
corner of south stone foundation at 116 Chapel Hill street. 
17.58’ north of tag in telephone pole between 116 and 118 
Chapel Hill street. 


Oak hub on the north side of Chapel Hill street about the center 
line of brick sidewalk, and about 80’ south of railroad track, 
11.94’ northeast of telephone pole, third pole south of railroad 
tracks, on north side of Chapel Hill street. 31.84’ southwest 
of second telephone pole south of railroad tracks. 22.15’ south 
of railroad telephone pole. 


Bm 15 Bench Mark at the northwest corner of Chapel Hill and Duke 


streets. Center line of west sidewalk of Duke street. 3.44' 
southeast of northwest property corner; 43.46’ southwest of 
northeast property corner; 4.62' northeast of tag in telephone 
pole on northwest corner: 53.36’ north of southwest property 
corner. 


Bm 24 Bench Mark at northwest corner of Chapel Hill and Gregson 


A—17 


streets. On center line of north sidewalk of Chapel Hill; 1.0’ 
east of center line of west sidewalk of Gregson. 4.76’ south- 
east of northwest property corner; 41.40’ southwest of north- 
east property corner; 59.70’ northwest of southwest property 
corner; 6.19’ northeast of tag in telephone pole on northwest 
corner. 


Lead hub in the north sidewalk of Chapel Hill street on the 
north edge of walk, about 2.5' west of east side of house No. 
716 Chapel Hill. 23.63’ northeast of tag in telephone pole in 
front of No. 716 Chapel Hill street. 52.90’ north of tag in tele- 
phone pole in front of No. 719 Chapel Hill; 70.00’ east of fire 
hydrant; 21.65 west of southwest corner of small concrete wall 
in front of No. 714 Chapel Hill street. 


Ele- 


vation Point 


401.830 
407.328 


388.804 


390.922 


396.284 


418.510 


416.020 


413.978 


A13 


Al4 


15 


24 


A-17 


Rerort DurHam Gropetic SURVEY 37 


POSITIONS—PRECISE TRAVERSE 


LINE “A” 
Co-ordinates Corrected Corrected 
North East Course Distance Azimuth 
50 000.00 50 000.00 1-2 400.50 124 45 06 
50 228.29. 49 670.94 2-6 772.07 121 27 41 


50 631.25 49 012.37 


50 717.03 48 690.05 6-A13 333.54 104 54 13 


50 727.22 48 171.75 A13-Al4 518.40 ‘91 07 34 


50 733.37 47 543.37 A14-15 628.41 90 33 40 


50 730.58 47 100.92 15-24 442.46 89 38 21 


50 706.72 46 344.04 24-A17 = 757.26 88 11 41 


38 


Bm 


Bm 


Bm 


39 


57 


80 


58 


44 


28 


22 


12 


10 


8 


5 


Report DurHam GroprEeTic SURVEY 


REFERENCES—PRECISE TRAVERSE 


LINE “A”—(Continued) 


Bench Mark at the north curb of Chapel Hill street and west 
line of Milton avenue. 5.15’ east of tag in telephone pole on 
northwest corner; 7.70' southeast of northwest property corner- 
stone wall; 50.80’ north of southwest property corner, northeast 
corner of No. 1001 Chapel Hill; 53.00' northwest of end of 
small concrete wall on southeast corner; 42.45’ west of fire 
hydrant. f 


Bench Mark in north curb of Chapel Hill street, west side of east 
sidewalk of Chapel Hill road, towards cemetery. About 1.0’ 
east of east line of No. 1206 Chapel Hill street, 18.08’ west of 
tag in telephone pole in front of No. 1204; 62.60’ north of base 
of mail box post; 27.83’ south of northwest corner of No. 1206 
Chapel Hill street. 


Bench Mark at the southwest corner of Holloway and Park. 
Center line of west sidewalk of Park street, about 1.0’ north of 
center line of south sidewalk of Holloway; 57.90' southwest of 
fire hydrant. 


Bronze plug at the northwest corner of Albright and Holloway, 
north curb of Holloway, 2.0' east of west property line of Al- 
bright; 8.22’ southwest of property corner, corner of No. 895 
Holloway street. 


Bench Mark at the northeast corner of Holloway and Al&ton, at 
the north curb of Holloway, 7.0' west of east line of Alston; 
54.50’ northeast of fire hydrant. 


Bench Mark at the northwest corner of Holloway and Railroad 
streets. North curb of Holloway, center line of west sidewalk 
of Railroad. 47.50’ northwest of fire hydrant. 


Bench Mark at the southwest corner of Holloway and Elizabeth. 
Center line of west sidewalk of Elizabeth; 2.5’ north of center 
line of south sidewalk of Holloway. 3.28’ southwest of tag in 
telephone pole. 


Bench Mark in south sidewalk of Holloway, in front of No. 514; 
2.0' north of center line of south sidewalk; 13.84’ southwest of 
tag in telephone pole. 


Bench Mark at the southeast corner of Holloway and Dillard, 
center line of east sidewalk of Dillard; 0.5’ north of center line 
of south sidewalk of Holloway; 35.84’ northeast of fire hydrant. 


Oak hub at the northeast corner of Dillard and Liberty, center 
line of north sidewalk of Liberty, 2.0' east of brick wall on east 
side of Dillard. 15.12 northeast of fire hydrant; 49.82’ east of 
tag in hickory tree; 43.33’ southeast of northwest property cor- 
ner, small concrete pedestal. 


Bench Mark'at the northeast corner of Dillard and Main, north 
curb of Main street, center line of east sidewalk of Dillard. 
10.23’ southwest of northeast property corner. 


Bench Mark at the northwest corner of Roxboro and Main, 1.5’ 


east of center line of Roxboro, on north curb of Main. 38.70’ 
northwest of fire hydrant. 


Ele- 


vation Point 


428.870 


408.174 


385.186 


362.436 


338.807 


393.532 


405.202 


415.200 


407.990 


415.694 


410.644 


402.365 


39 


57 


80 


58 


44 


28 


22 


12 


10 


AT 


4 


Report Duruam Geropetic SuRVEY 


POSITIONS—PRECISE TRAVERSE 


50 


50 


49 


49 


49 
49 


49 


49 
49 


49 


48 


49 


LINE “A”—(Continued) 


Co-ordinates 
North 


673.71 


612.08 


749.56 


804.29 


820.34 


834.67 


803.70 


803.01 


769.07 


338.37 


954.28 


560.59 


45 


44 


56 


55 


54 


53 


52 


52 


52 


51 


51 


50 


East 


705.51 


865.82 


978.27 


528.26 


330.94 


264.72 


837.63 


447.38 


030.65 


732.32 


463.76 


623.48 


Course 


A17-39 


39-57 


80-58 


58-44 


44-28 


28-22 


22-12 


12-10 


10-A7 


639.38 


841.95 


1451.04 


1197.43 


1066.33 


428.22 


390.25 


418.11 


523.93, 


468.67 


1036.20 
762.77 


39 


Corrected Corrected 
Distance 


Azimuth 


° UTE 


87 02 27 


85 48 08 


92 09 42 


90 46 05 


90 46 13 


85 51 10 


89 53 53 


85 20 37 


34 42 35 


34 57 40 


125 48 49 
125 10 32 


40 Rerort Duruam Geropetic SuRVEY 


REFERENCES—PRECISE TRAVERSE 


LINE “B” 


Bm 25 Bench Mark at the northwest corner of Primitive and Elizabeth, 
Center line of west sidewalk of Elizabeth, center line of north 
sidewalk of Primitive; 23.88' southeast of southeast corner 
of foundation of No. 501 Elizabeth street. 

B—2 Lead hub at the southeast corner of Elizabeth and Markham at 
west edge of east sidewalk of Elizabeth; about south property 
line of Markham. 3.67' northeast of fire hydrant; 42.40’ south 
of tag in telephone pole; 54.60’ southeast of tag in telephone 
pole. 

Bm 31 Bench Mark at the northwest corner of Dowd and Elizabeth, at 
the north curb of Dowd. 3.0’ west of the center line of west 
sidewalk of Elizabeth; 55.80’ northwest of fire hydrant. 

Bm 36 Bench Mark on the center line of south sidewalk of Dowd, 119.0’ 
east of center line of Hazel street, 12.0' west of west line of 
No. 606 Dowd street. 

Bm 41 Bench Mark at the southwest corner of Dowd and Hanover, in 
path. Center line of south path of Dowd and west path of 
Hanover. 4.30' northeast of southwest property pipe. 

B—6 Oak hub on the north side of Dowd road, 4.0' south of north gut- 
ter 3.0' east of east property line of Hanover. 19.37’ southeast 
of tag in pine tree; 52.30’ southwest of tag in elm tree; 51.60’ 
northeast of tag in fence corner; 43.33’ northwest of tag in 
telephone pole. 

B—7 Oak hub on south side of Dowd road, about 500.0' south of rail- 
road, at first bend to north, 4.0’ north of south gutter. 58.60’ 
northeast of tag in telephone pole; 45.25’ southeast of tag in 
cedar tree; 42.70’ southwest of tag in oak tree; 22.23’ west of 
tag in telephone pole. 

B—8 Oak hub on the east side of Dowd road, about 140.0' north of 
road leading southeast into pine woods. 3.0’ west of gutter; 
9.75' west of tag in telephone pole; 44.62’? north of tag in 
willow tree. 

B—9 Oak hub 30.0’ south of center line of Albright road, between 
one-story yellow frame house with blue trimmings (No. 1329 
Albright) and tar paper shingles, and one-story unpainted 
frame house with hedge in front. 19.12' southwest of tag in 
large maple tree; 47.94’ west of tag in willow tree; 42.57’ north- 
west of tag in Henry Horris’ mail box; 64.00’ south of south 
line of M. Suit’s house. 

Bm 74 Bench Mark on the west side of Albright road; 2.0' west of west 
gutter; 62.0’ north of north line of No. 1321 Albright road. 

Bm 68 Bench Mark at the southeast corner of Albright and Juniper 
roads. East line of Albright, south line of Juniper; 8.24’ north- 
east of tag in telephone pole No. 231542. 

B—12 Oak hub at the southwest corner of Juniper and Park street, 
about the center line of west sidewalk of Park street, 8.0’ north 
of edge of sidewalk south side of Juniper. 7.31’ northeast of 
tag in oak tree; 45.92’ northwest of tag in oak tree; 38.05’ 
southwest of tag in oak tree; 7.56’ northeast of southwest 
property pipe. 

Bm 79 Bench Mark at the southwest corner of Park and Evergreen 
streets. At the south curb of Evergreen; center line of west 
curb of Park; 2.81’ east of tag in telephone pole No. 23221. 


Rerort Duryuam Gropetic SURVEY 41 


POSITIONS—PRECISE TRAVERSE 


LINE “B” 
Ele- Co-ordinates Corrected Corrected 
vation Point North East Course Distance Azimuth 
405.202 22 49 803.70 52 837.63 a it 
390.568 25 50 568.88 52 890.47 22-25 767.00 183 57 00 
379.398 B2 50 843.79 52 946.95 25-B2 280.65 191 36 38 


383.504 31 51 948.90 52 955.42 B2-31 1105.14 180 26 21 


383.157 36 51 924.65 53 598.00 31-36 643.04 272 09 41 
376.852 41 51 927.55 54 051.02 36-41 453.03 269 38 O1 
379.403 B6 52 138.86 54 096.13 41-B6é 216.07 192 03 00 
353.481 B7 52 195.41 54 841.06 B6-B7 747.07 265 39 33 
321.904 B8 52 500.33 55 702.91 B7-B8 914.20 250 30 59 
370.734 B9 52 146.14 56 241.32 B8-B9 644.47 303 20 19 
371.262 74 51 864.37 56 119.41 B9-74 307.01 23 23 42 
370.847 68 51 338.60 55 893.10 174-68 572.41 23 17 20 


336.617 B12 51 312.61 57 044.08  68-B12 W1W51.27 8960271 17 36 


350.080 79 50 868.64 BY 025.55 B12-79 444.36 02 23 24 
385.186 80 49 749.56 56 978.27 79-80 1120.08 02 25 09 


42 


Report Duruam Geropetic SuRVEY 
REFERENCES—PRECISE TRAVERSE 


LINE “C” 


Bm 19 Bench Mark at the northeast corner of Walker and Main, at the 


C2 


C—3 


C—5 


north curb of Main, center line of east sidewalk of Walker; 
4.66’ southeast of fire hydrant. 


Lead hub at the north curb of Main street, 20.0' east of center 
line of east sidewalk of Angier street, 22.58’ northwest of tag 
in telephone pole; 43.81' northeast of tag in telephone pole; 
10.12’ southeast of tag in telephone pole. 


Lead hub in the north sidewalk of Main street, 0.5’ east of east 
side of stairway to No. 915 Main street, 1.0’ north of center 
line of north sidewalk of Main. 28.34 southeast of corner of 
No. 913 Main; 5.13’ northwest of tag in telephone pole; 66.5’ 
north of tag in telephone pole. 


Lead hub at the northeast corner of Main and Elm, 2.5’ north of 
center line of north sidewalk of Main; 0.5’ east of center line 
of east sidewalk of Elm. 39.40’ southeast of base of mail box; 
2.56’ northwest of northeast property corner; 47.26’ northeast 
of tag in telephone pole. 


Lead hub on the north side of Main street in front of stairway to 
Edgemont school. 0.5' north of center line of north sidewalk 
of Main; 2.19’ southwest of property line (base of stairway) ; 
50.58’ northwest of tag in telephone pole; 31.94’ southeast of 
tag in telephone pole. 


Report DurHam GroprETIc SURVEY 43 


POSITIONS—PRECISE TRAVERSE 


LINE “C” 

Ele- Co-ordinates Corrected Corrected 
vation Point North East Course Distance Azimuth 
410.644 8 48 954.28 51 463.76 Ome esl, 

411.650 19 48 569.70 52 004.38 8-19 663.46 305 25 37 
396.736 C2 48 146.65 52 598.48  19-C2 729.32 305 27 15 
376.637 C3 47 907.97 52 941.01 C2-C3 417.49 304 52 10 
376.698 C4 47 631.14 53 321.03 C3-C4 470.16 306 04 19 
384.008 C5 47 494.83 53 464.78 C4-C5 198.10 313 28 42 


373.919 48 47 245.22 53 733.85 C5-48 367.01 312 51 05 


4:4 


Bm 64 


Bm 70 


Bm 54 
Bm 46 


D—10 


Report DurHAM GEODETIC SURVEY 


REFERENCES—PRECISE TRAVERSE 


LINE “D” 


Lead hub in center of concrete walkway on west side of Alston 
street about 200’ north of viaduct; directly in front of corner 
steps leading up between house No. 216 and 218. 37.50’ north 
of tag in telephone pole; 5.82' southeast of corner of concrete 
wall. 


Oak hub in center of walkway on north side of Alston street, 50’ 
east of Glenn street, 2.0' east of west line of house No. 316; 
4.25' northwest of tag in telephone pole; 15.46’ east of tag in 
post supporting shed in front of store; 15.81’ southeast of tag 
in corner of store; 12.74’ south of tack in corner of porch of 
house No. 316. ; 


Bench Mark in west curb of Simmons street, center of walkway 
on north side of Alston street, southeast of house No. 602; 
8.40' northeast of tag in telephone pole; 37.50’ north of tag in 
telephone pole on south side of Alston. 


Bench Mark at the northwest corner of Alston and Linwood 
streets, west curb of Linwood, center of north walkway of 
Alston. 3.15’ east of telephone pole in center of walkway; 
12.98' east of telephone pole; 36.40’ west of center of fire plug. 


Oak hub on east side of Linwood street, 8.0’ east of center line; 
about 200’ north of Alston street, 10.40’ southwest of tag in 
small sycamore tree; 17.10' northwest of tag in small poplar 
tree; 29.22’ northeast of tag in telephone pole on west side of 
Linwood. 


Oak hub near west line of Linwood street, on top of small knoll; 
southeast of small yellow frame house; 1.67’ northeast of small 
pine stake; 2.31’ southeast of pine stake. 


Oak hub on east line of Linwood street, east of old hospital; 
26.51' south of telephone pole; 53.0’ northeast of black oak 
tree; 45.14’ southwest of brick pillar at corner of porch to 
house No. 509. 


Bench Mark at southeast corner of Fayetteville and Linwood 
streets. South curb of Fayetteville, east line of Linwood. 2.30’ 
‘west of tag in telephone pole; 38.55’ northeast of tag in black 
oak tree. 


Bench Mark at the southwest corner of Fayetteville and Um- 
stead. South curb of Fayetteville, west curb of Umstead, pro- 
duced; 2.26' east of tag in telephone pole; 41.80' south of tag 
in telephone pole on east side of Umstead. 


Lead hub set in asphalt paving, south side of Fayetteville 
street, east line of private drive, 5.0’ east of east line, pro- 
duced, of Piedmont avenue; 3.60' north of telephone pole; 28.16’ 
south of tag in small tree on corner of Piedmont; 16.41’ north- 
west of tag in end of board on east side of private driveway. 


Ele- 
vation 


381.644 
395.927 


397.716 


387.356 


390.981 


392.878 


382.678 


406.839 


395.029 


401.703 


405.781 


Report Duruam Groprtic SurRvEY 


POSITIONS—PRECISE TRAVERSE 


Co-ordinates 


Point North 


50 46 763.99 
D1 46 264.98 


D2 45 592.88 


64 44 984.65 


70 44 300.54 


D5 44 422.66 


D6 44 771.26 


Di 44 943.14 


54 45 017.93 


46 45 581.15 


D10 46 055.87 


53 
53 


53 


52 


52 


52 


51 


50 


50 


50 


LINE “D” 
East Cowrse 
543.66 48-50 
352.40 50-D1 
088.87  D1-D2 
848.54 D2-64 
577.97 64-70 
305.29 70-D5 
201.33 D5-D6 
675.58 D6-D7 
396.64 D7-54 
538.52 54-46 
681.95 46-D10 


45 


Corrected. Corrected 
Azimuth 


Distance 


517.45 
534.40 


721.92 


653.99 


735.67 


298.77 


1157.69 


553.13 


288.79 


580.81 


495.91 


° 


21 
20 


21 


21 


21 


114 


107 


108 


105 


194 


196 


33 
58 


24 


33 


34 


07 


31 


06 


00 


08 


48 


” 


56 
15 


32 


38 


45 


28 


28 


13 


38 


21 


41 


46 


D—l1 


Bm 23 


Bm Il 


Bm 82 


Bm 81 


Bm 75 


Report DurHam GeropETIc SURVEY 


REFERENCES—PRECISE TRAVERSE 
LINE “D”—(Continued) ' 


Lead hub in south curb of Fayetteville street, opposite center 
line of St. Joseph street. 6.36’ east of tag in telephone pole; 
40.00’ southeast of telephone pole at corner of St. Joseph 
Church. 


Bench Mark set in granite curb on north side of Fayetteville 
street, center of west sidewalk of Pettigrew street. 3.51' east 
of telephone pole; 8.50’ west of telephone pole; 13.71’ south of 
corner of store. 


Bench Mark set in west sidewalk of Pettigrew street and east 
line, produced, of Dillard street, 4.26’ east of fence post; 8.37’ 
northeast of tag in fence post. 


LINE “E” 


Lead hub at the northwest corner of Park avenue and Lottie 
street, north curb of Lottie, 1.0’ west of center line of west 
sidewalk of Park. 26.85' southwest of tag in telephone pole; 
44.35' northwest of tag in telephone pole; 32.52’ northeast of 
tag in telephone pole; 19.17' southeast of tag in oak tree. 


Oak hub at the southwest corner of Driver and Lottie streets, 
in west curb of Driver, about 15.0’ south of south property line 
of Lottie. 10.57’ northeast of tag in telephone pole; 45.47’ west 
of tag in telephone pole; 39.80’ south of tag in telephone pole. 


Lead hub at west curb of Driver street, about 80.0’ north of 
north side of ball park; 25.05' south of tag in telephone pole; 
1.63’ east of tag in telephone pole; 34.20’ north of tag in tele- 
phone pole. 


Bench Mark at the northwest corner of Driver and East Main 
street (Reams avenue), in west curb of Driver, 3.0’ north of 
north property corner of Reams; 2.99’ northeast of tag in tele- 
phone pole. 


Bench Mark at the west curb of Driver, about 100.0’ north of 
first street north of Angier street, 50.0’ north of old mill; 16.25’ 
north of tag in telephone pole. 


Bench Mark at the northeast corner of Driver and Angier 
streets, at the center line of north sidewalk of Angier, 1.0’ 
west of center line of east sidewalk of Driver; 3.02’ southwest 
of northeast property corner, small concrete pedestal. 


Bench Mark at the south curb of Angier street, about 500’ west 
of Driver, 3.0’ west of west line of J. E. Parehein’s Grocery 
Store; 20.35’ east of tag in telephone pole. 


Ele- 


vation Point 


406.545 


396.760 


389.534 
410.644: 


385.186 
396.707 


384.763 


395.730 


386.593 


403.115 


413.710 


392.685 


Rerort Duryuam GeropEetTic SURVEY 


POSITIONS—PRECISE TRAVERSE 


LINE “D”—(Continued) 


Co-ordinates 


North 


DI11 46 648.82 


23 


80 
El 


E2 


E3 


78 


82 


81 


75 


47 490.26 


48 175.61 
48 954.28 


49 749.56 
48 998.30 


49 028.75 


48 354.29 


46 672.75 


45 720.42 


45 291.68 


45 411.12 


East Course 
50 901.95 D10-D11 
51 192.80 D11-23 
50 926.75 23-11 
51 463.76 11-8 

LINE “EK” 

56 978.27 
56 946.44 80-El 
56 437.49 El-E2 
56 492.16 E2-K3 
56 661.29 E3-78 
56 766.27 78-82 
56 750.13 82-81 
56 370.78 81-75 


Corrected 
Distance 


632.45 
890.29 


735.18 
945.89 


751.93 


509.86 


676.67 


1690.02 


958.10 


429.04 


397.71 


AT 


Corrected 
Azimuth 


On a 


200 21 22 
199 04 05 


158 47 02 
214 35 32 


02 25 34 


93 25 26 


355 21 58 


354 15 24 


353 42 34 


02 09 22 


107 28 37 


48 


Bm 63 


Bm 55 


Bm 50 


Bm 48 


E—16 


Bm 20 


Rerort DurHam Geroprtic SuRVEY 


REFERENCES—PRECISE TRAVERSE 


LINE “E”—(Continued) 


Lead hub at the southeast corner of Angier and Smith, south 
curb of Angier, 1.0’ east of east curb of Smith; 10.12’ north 
of southeast property corner, corner of concrete wall; 39.18’ 
southeast of tag in telephone pole. 41.65’ northwest of tag in 
telephone pole. 


Lead hub at the northwest corner of Plum and Angier, at the 
west curb of Plum, 1.5’ north of north curb of Angier; 30.92’ 
northwest of tag in telephone pole; 6.80’ south of tag in tele- 
phone pole No. 2328; 25.11’ east of tag in telephone pole. 


Bench Mark at the northeast corner of Goley and Angier, 0.5’ 
north of center line of north sidewalk of Angier, east curb line 
of Goley; 44.63’ east of tag in telephone pole. 


Bench Mark at the northwest corner of Holman and Angier, 
center line of north sidewalk of Angier, center line of west 
sidewalk of Holman; 27.18’ northeast of tag in telephone pole. 


Bench Mark at the northwest corner of Angier and Alston, 0.5’ 
north of center line of north sidewalk of Angier; 1.5’ east of 
center line of west sidewalk of Alston; 5.29’ southeast of north- 
west property corner, corner of building. 


Bench Mark at the northwest corner of Main and Alston, west 
curb of Alston, 0.5’ north of center line of north sidewalk of 
Main; 13.16’ east of tag in telephone pole. 


Bench Mark at the northwest corner of Alston and Taylor, cen- 
ter line of west sidewalk of Alston, center line of north side- 
walk of Taylor; 57.70’ north of fire hydrant. 


Oak hub at the northeast corner of Alston and Lottie, 2.0’ south 
of north gutter of Lottie, center line of east sidewalk of Als- 
ton; 14.39' west of tag in telephone pole; 6.59’ south of tag 
in telephone pole; 43.89’ northeast of tag in telephone pole. 


Oak hub on the east side of Alston street, 1.0’ west of east gut- 
ter of Alston. 71.0’ north of center line of Eva street. 6.92’ 
southwest of tag in telephone pole; 40.82’ southeast of tag in 
telephone pole; 34.93’ east of tag in telephone pole. 


LINE “F” 


Bench Mark at the northeast corner of Mangum and Holloway 
streets, in north curb of Holloway, 1.0’ east of center line of 
east sidewalk of Mangum, in front of No. 302 Mangum; 10.94" 
west of fire hydrant. 


Bench Mark at the northeast corner of Mangum and Hunt 
streets, 0.5' east of center line of east’sidewalk of Mangum, 
center line of north sidewalk of Hunt; 55.3’ east of fire 
hydrant. 


Bench Mark at the southeast corner of Mangum and Cleveland, 
1.5’ south of curb of Cleveland, 1.5’ west of center line of east 
sidewalk of Mangum, 28’ north of north line of No. 712 Man- 
gum. 97.5’ southwest of fire hydrant. 


Ele- 


vation Point 


407.843 


393.421 


370.894 


384.926 


381.644 


373.919 


356.675 


357.724 


352.598 
338.807 


401.830 
411.198 


388.425 


386.494 


E8 


E9 


63 


55 


50 


48 


45 


E15 


E16 
44 


Oo = 


20 


Report Duruam GeropvEetic SuRVEY 


POSITIONS—PRECISE TRAVERSE 


45 


46 


46 


46 


46 


AT 


48 


49 


49 
49 


50 


51 


52 


LINE “E”—(Continued) 


Co-ordinates 


North 


733.00 


021.51 


377.38 


630.41 


763.99 


245.22 


335.63 


172.83 


520.98 
820.34 


000.00 
366.71 


678.03 


160.53 


East Course 
55 728.84  75-E8 
55 278.68 E8-E9 
54 453.89 E9-63 
53 859.02 63-55 
53 543.66 55-50 
53 733.85 50-48 
54 240.61 48-45 
54 317.01 45-E15 
54 323.96 E15-E16 
54 330.94  K16-44 

LINE “F” 

50 000.00 
50 255.33 1-3 
51 161.25 3-9 
51 493.52 9-20 


Corrected 
Distance 


718.12 


534.68 


898.29 


646.44 


342.49 


517.45 


1202.41 


840.68 


348.22 
299.44 


446-84: 


1593.82 


585.84 


49 


Corrected 
Azimuth 


On pn TP 


116 37 44 


122 39 22 


113 20 15 


113 02 32 


112 57 23 


201 33 56 


204 55 53 


185 12 50 


181 08 37 
181 20 07 


214 50 54 


214 38 20 


214 33 10 


50 Report Duruam Gropretic SuRVEY 


REFERENCES—PRECISE TRAVERSE 


LINE “F”—(Continued) 


F—S3a Lead hub at the northwest corner of Mangum and Corporation 
streets, 2.0' east of center line of west sidewalk of Mangum, 
4.0' south of south line of No. 801 Mangum, 2.0’ north of curb; 
7.15' east of tag in telephone pole; 30.81 northeast of northeast 
corner of No. 715 Mangum; 6.43’ southwest of tag in telephone 
pole. 


Bm 26 Bench Mark at the northeast corner of Haywood and Roxboro 
streets, in north curb of Haywood, center line of east sidewalk 
of Roxboro; 46.38’ east of fire hydrant. 


Bm 21 Bench Mark at the southeast corner of Dowd and Roxboro ' 
streets, south curb of Dowd, center line of east sidewalk of 
Roxboro; 11.24’ west of fire hydrant. 


LINE “G”. 


Bm 47 Bench Mark in south curb of Umstead street, in front of house 
No. 312; 10.40’ east of west line of house No. 312; 55.87’ west 
of tag in telephone pole; 40.60’ southwest of center of fire plug, 
on north side of Umstead street. 


Bm 52 Bench Mark at the southeast corner of Umstead and Pine 
streets, south curb line of Umstead, east curb line of Pine, in 
front of colored high school. 4.49’ west of tag in maple tree; 
32.30' south of tag in telephone pole; 19.75’ east of tag in 
maple tree. 


G—8 Oak hub at east of west sidewalk of Pine street, 7.10’ south of 
south line of house No. 900; 11.95' east of tag in root of small 
sweet gum tree; 38.97’ north of tag in telephone pole. 


G—7 Oak hub in center of west sidewalk of Pine street, 5.0’ north of 
north line of house No. 706; 36.26’ south of tag in telephone 
pole; 19.40’ north of first corner of concrete steps of walkway 
to house No. 706; 27.43’ northeast of top of slab on top of 
brick pillar of porch near corner. 


G—6 Oak hub on southwest corner of Pine street and Hillside avenue, 
west line of Pine, south line of Hillside; 8.0' east of east line 
of house No. 117; 2.75' south of iron pipe in ground; 54.0’ 
northeast of corner of end brick porch column, house No: 709. 


Bm 16 Bench Mark at the northwest corner of Pine and Cobb streets, 
center of west sidewalk of Pine, center of north sidewalk of 
Cobb, near house No. 528; 10:52' west of iron pipe near corner 
of house No. 528; 39.90' north of tag in telephone pole, on 
south side of Cobb street. 


Bm 17 Bench Mark at the southwest corner of Cobb and MecMannen; 
4.26' east of telephone pole; 17.38’ north of tag in tree. 


Bm 4 Bench Mark in center of west sidewalk of McMannen street on 
south side of driveway to freight station; 41.65’ north of 
tag in tel. pole; 21.44’ east of tag in end of wooden track 
bumper. 


Ele- 
vation 


385.937 


382.054 


399.723 
383.504 


401.703 
396.017 


410.120 


381.174 


378.111 


355.734 


331.690 


347.685 


401.830 
383.108 


Point 


F3a 


26 


31 


46 
47 


G6 


16 


Report Duryuam GeEopDETIc SURVEY 


POSITIONS—PRECISE TRAVERSE 


52 


52 


51 
51 


45 
45 


45 


46 


46 


47 


47 


50 
49 


LINE “F”—(Continued) 


Co-ordinates 


North 


264.68 


261.75 


907.74 
948.90 


581.15 
539.42 


493.78 


451.06 


983.83 


209.93 


000.00 
577.63 


East Course 
51 504.15 20-F3a 
52 062.44 F3a-26 
51 991.56 26-21 
52 955.42 21-31 

LINE “G”. 

50 538.52 
49 971.42 46-47 
49 359.34 47-52 
49 333.45 52-G8 
49 336.51 G8-G7 
49 346.88 G7-G6 
49 550.88 G6-16 
49 073.84 16-17 
50 000.00 
49 707.23 1-4 


Corrected 
Distance 


104.69 


558.30 


361.04 
964.74 


568.63 


613.78 


957.63 


226.34 


513.92 


51 


Corrected 
Azimuth 


o ,7 


185 49 47 


270 18 02 


11 19 18 
267 33 17 


85 44 09 


178 27 04 


180 19 45 


182 37 29 


207 16 04 


105 07 34 


34 43 41 


52 Rerort DurHam GroprtTic SURVEY 


REFERENCES—PRECISE TRAVERSE 


LINE “G’—(Continued) 


G—2 Oak hub in center of west sidewalk of McMannen, 3.0’ south of 
south line of house No. 408; 18.18 north of tag in telephone 
pole; 14.91’ south of corner of granite step to house No. 408. 


G—3 Oak hub in center of west sidewalk of McMannen, 6.0’ north of 
south line of house No. 524; 4.78’ west of tag in telephone 
pole; 5.15’ southeast of tag in step leading to house No. 524; 
24.19’ north of tag in tree. 


LINE “H” 


Bm 71 Bench Mark at the southeast corner of Chapel Hill and Under- 
wood streets, north edge of south sidewalk of Chapel Hill, 
west edge of east sidewalk of Underwood; 6.46’ northwest of 
southeast property corner; 6.13’ northeast of tag in telephone 
pole on southeast corner; 38.96’ southeast of tag in telephone 
pole on northwest corner; 38.42’ southwest of fire hydrant. 


H—2 Oak Hub on the south side of Rigsbee road, 1.0’ south of gut- 
ter, center line of road running north (first road east of Un- 
derwood avenue); 13.05’ west of tag in telephone pole on 
southeast corner; 12.14’ northeast of tag in maple tree; 39.05’ 
southwest of tag in telephone pole on northeast corner; 69.80’ 
southeast of south corner at base of small concrete wall, east 
side of concrete steps. 


H—3 Oak hub on the west side of Swift street, at top of hill, about 
45.0’ south of break; 108.0’ northwest of tag in fence post; 
23.46’ west of tag in stake on east side of road; 11.19’ south 
of tag in stake on west side of road. 


H—4 Oak hub on the north side of road running east and west, 15.0’ 
west of Swift street, 22.0' southeast of small frame house; 
13.30' southwest of tag in ash tree; 16.53’ south of tag in maple 
Hee 27.95’ southeast of tag in elm tree; 31.16’ east of tag in 
ree. : 


H—5 Oak hub on the west side of Neuse street, about 5.0’ north of 
north line of fourth house from south; 56.20’ northeast of tag 
in pine tree; 9.86’ east of tag in tree stump; 59.40’ west of tag 
in fence post, entrance to fourth house from south; 66.10’ 
ie of tag in fence post, entrance to fifth house from 
south. 


H—6 Oak hub on the west side of Neuse street, 17.0’ south of south 
line of G. Steven’s house (two-story white frame house at top 
of hill south of creek) ; 9.80’ northeast of tag in elm tree; 47.02" 
northwest of tag in telephone pole; 49.32’ southwest of tag in 
elm tree; 21.45’ south of tag in stump. 


Bm 72 Bench Mark on the east side of Neuse street, about 200’ north 
of Church, about 43.0' south of end of south line of hedge, cen- 
ter of path; 43.13’ southeast of tag in telephone pole; 34.78’ 
east of tag in fence post; 42.15’ northeast of tag in fence post. 


Ele- 


vation Point 


391.801 
374.869 
347.685 


408.174 
399.068 


364.440 


_ 386.440 


376.865 


364.080 


387.117 


412.206 


G2 
G3 
17 


57 
71 


H3 


H4 


H5 


H6 


72 


Report DurHam GeEoDETIC SURVEY 


POSITIONS—PRECISE TRAVERSE 


LINE “G”’—(Continued) 


Co-ordinates Corrected 
North East Course Distance 
48 997.18 49 507.82 4G2 613.75 
48 354.70 49 285.57 G2-G3 679.83 
47 734.66 49 073.84 G3-17 655.19 
LINE “H” 

50 612.08 44 865.82 
50 627.05 43 591.84 57-71 1274.07 
50 781.39 42 967.80 71-H2 642.84 
51 24749 43 087.75 H2-H3 481.29 
51 942.12 43 29234 H3-H4 724.13 
51 834.10 438 800.54 H4H5 519.55 
52 248.78 44 049.34 H5-H6 483.59 


53 019.81 44 554.79 H6-72 921.94 


53 


Corrected 
Azimuth 
, ” 


° 


18 57 31 
19 04 50 
18 51 14 


90 40 23 


103 53 30 


194 25 54 


196 24 38 


281 59 59 


210 57 42 


213 14 46 


54 Report DurHam Geropetic SurvEY 


REFERENCES—PRECISE TRAVERSE 


LINE “H”—(Continued) 


Bm 77 Bench Mark at the north side of Main street about the center 
line of Neuse street, about 90.0' east of east line of “South- 
gate Memorial Building,’ 28.0’ east of center line of entrance 
to driveway to “Southgate Memorial Building;” 7.39’ north- 
east of tag in telephone pole; 15.04 southeast of southeast 
corner of stone gatepost on east side of driveway; 39.34’ east 
of southeast corner of west gatepost of driveway. 


H—9 Oak hub on the north side of Main street, about 74’ east of 
center line of main driveway to Trinity College; 1.5' south 
of center line of north sidewalk of Main street; 5.62’ northwest 
of tag in telephone pole; 26.74’ west of tag in telephone pole; 
46.92’ north of tag in telephone pole. 


Bm 42 Bench Mark at the northeast corner of Main street and Buch- 
anan road, in grass plot on north side of Main, 3.5’ east of 
center line of east sidewalk of Buchanan; 8.77’ east of tag 
in telephone pole; 23.11’ southwest of tag in maple tree; 26.27’ 
southeast of fire hydrant. 


Bm 35 Bench Mark at the southwest corner of Main and Watts streets, 
south curb of Main, 1.5’ west of west curb of Watts; 8.0’ east 
of east line of porch of No. 1101 Main; 11.93’ northwest of 
tag in telephone pole; 11.67’ east of tag in telephone pole; 
25.50’ northeast of northeast corner of porch foundation of 
house No. 1101 Main. 


Bm 27 Bench Mark at the southwest corner of Main and Gregson 
streets, south curb of Main street, west of west property line 
of Gregson; 47.66’ northwest of fire hydrant; 18.80’ north of 
northeast corner of warehouse; 48.24’ southeast of tag in tele- 
phone pole; 41.34’ south of tag in telephone pole. 


Bm 7 Bench Mark in south sidewalk of Main street, about 130’ west 
of Great Jones street; 1.0’ south of center line of sidewalk; 
7.96’ southeast of tag in telephone pole; 7.50’ northeast of 
northeast corner of concrete foundation of bumper; 6.71' north 
of northwest corner of warehouse brick foundation; 19.18’ 
northwest of tag in warehouse. 


LINE “J” 


Bm 18 Bench Mark at southeast corner of Cobb and South streets, 
center of south walkway of Cobb, center of east walkway of 
South; 4.52’ south of tag in telephone pole; 32.91' east of 
telephone pole on west side of South. 


J—2 Oak hub about 5.0’ south of center line of Cobb street, east curb 
line of Matthews street; 13.58’ north of tag in tree; 25.81 
southwest of tag in tree; 19.50’ north of stone porch column. 


J—3 Oak hub four feet south of center line of Cobb street, center of 
east walkway of Willard street; 10.76’ northeast of tag in tele- 
phone pole; 22.36’ south of tag in telephone pole; 17.60’ north- 
west of corner of stone house. 


Ele- 


vation Point 


412.829 


417.363 


409.190 


399.555 


384.215 


397.335 
388.804 


347.685 
348.049 


351.103 


324.509 


77 


H9 


42 


35 


27 


17 
18 


J2 


J3 


Rerort DurHam Groprtic SuRVEY 


POSITIONS—PRECISE TRAVERSE 


LINE “H”—(Continued) 


Co-ordinates 
North East Course 


53 674.01 44 871.50 72-77 


53 047.46 45 852.61 T7-H9 


52 566.40 46 478.68 H9-42 


52 236.77 46 839.73 42-35 


51 813.09 47 390.73 35-27 


50 990.29 48 495.92 27-7 
50 631.25 49 012.37 17-6 


LINE “J” 


47 734.66 49 073.84 
47 761.35 48 748.11 17-18 


47 791.14 48 454.72 18-J2 


47 823.04 47 870.90 J2-J3 


Corrected 
Distance 


726.83 


1164.10 


789.54 


488.89 


695.07 


1377.84: 
629.00 


326.82 


294.90 


584.69 


55 


Corrected 
Azimuth 
° , ” 


205 49 54 


302 33 50 


307 32 21 


312 23 45 


307 33 31 


306 40 06 
304 48 29 


94 41 04 


95 AT 54 


93 07 40 


56 Rerort DurHAM GEODETIC SURVEY 


REFERENCES—PRECISE TRAVERSE 


LINE “J”—(Continued) 


Bm 29 Bench Mark at northeast corner of Cobb and Duke streets, 
center of north sidewalk of Cobb, center of east sidewalk of 
Duke; 41.71' north of tag in telephone pole on south side of 
pees 37.11’ east of tag in telephone pole on west side of 
uke. : 


Bm 30 Bench Mark at the northeast corner of Cobb and Hill, center of 
north sidewalk of Cobb, center of east sidewalk of Hill; 4.80’ 
southwest of iron pin in corner of Hill property; 42.61’ north 
of tag in telephone pole on south side of Cobb; 59.00’ north- 
east of iron pipe in southwest corner of Hill and Cobb streets. 


J—6 Oak hub on the north side of driveway of Cobb street, 7.0’ east 
of west line, produced, of barn, on north side of street; 27.25’ 
southeast of tag in small cedar; 18.26’ south of tag in fence 
post; 32.82’ southwest of tag in fence post. 


Bm 40 Bench Mark at the southwest corner of Cobb and Cross streets, 
2.17' southeast of property corner (Iron pipe); 26.90’ south- 
east of corner of catch basin; 47.45’ southwest of east catch 
basin. 


Bm 37 Bench Mark at the southeast corner of Shepherd and Proctor 
streets, center of east walkway of Shepherd, center of south 
walkway of Proctor; 5.00' southwest of tag in telephone pole; 
32.80’ east of tag in telephone pole on north side of Shepherd. 


Bm 32 Bench Mark at the northwest corner of Shepherd and Morehead 
streets, center of west sidewalk of Shepherd, north curb of 
Morehead; 9.62’ southwest of tag in telephone pole; 45.82’ 
west of center of fire plug. 


J—10 Oak hub about 5.0’ south of center line of Morehead street. 33.34 
north of tag in sycamore tree; 40.98’ northeast of tag in cor- 
ner of porch of house No. 1007; 45.61' south of tag in corner 
of porch of house No. 1006. 


Bm 66 Bench Mark at the southeast corner of Chapel Hill and More- 
head streets, south line of Morehead, 8.0' east of west line of 
Chapel Hill; 15.13’ northwest of tag in corner of building; 
24.42’ east of tag in corner of white store building. 


Bm 61 Bench Mark in center of east sidewalk of Chapel Hill road, at 
north side of entrance to Maplewood Cemetery; 6.17’ southeast 
of tag in telephone pole. 


LINE “K” 


K—1 Lead hub in the east sidewalk of Morris street, 23.0’ south of 
south property line of Randolph street, 2.0’ north of south 
property line of No. 222 Morris; 2.77' northwest of corner of 
small concrete pedestal at north property line of No. 220 
Morris; 27.60’ northeast of tag in telephone pole; 6.94’ south- 
east of tag in tree. 


Bm 14 Bench Mark at the southeast corner of Morris and Corporation 
streets, north curb of Corporation, center line of east side- 
walk of Morris; 18.50’ northeast of street signpost. 


Ele- 
vation 


350.881 


368.605 


375.234 


372.858 


388.787 


356.885 


404.721 


411.415 
408.174 


388.804 
399.631 


363.932 


Point 


29 


30 


J6 


40 


37 


32 


J10 


66 


61 


14 


Report DurHam GropeTic SURVEY 57 


POSITIONS—PRECISE TRAVERSE 


LINE “J”—(Continued) 


Co-ordinates Corrected Corrected 
North East Course Distance Azimuth 
47 862.69 47 51243 J3-29 360.66 96 18 44 
47 881.20 47 003.15 29-30 509.62 92 04 52 
47 877.73 46 786.05 30-J6 217.13 89 05 07 
47 863.11 46 262.92 J6-40 523.33 88 23 55 
48 305.36 46 295.80 40-37 443.47 184 15 07 
48 784.02 46 260.60 37-32 479.95 175 47 40 
48 799.41 45 351.90 32-J10 908.83 90 58 14 
48 842.50 44 279.85 J10-66 1072.92 92 18 06 
49 141.75 44 413.05 66-61 327.56 203 59 40 
50 612.08 44 865.82 61-57 1538.46 197 06 58 
LINE “K” 

50 631.25 49 012.37 

51 589.50 49 10046 6-Kl1 962.29 185 15 12 


52 496.76 49 16446 KI-14 909.51 184 02 11 


58 Report DurHam GEoDETIC SURVEY 


REFERENCES—PRECISE TRAVERSE 


LINE “K’—(Continued) 


Bm 13 Bench Mark at the southwest corner of Corporation and Foster 
streets, north curb of Corporation, 1.0’ east of center line of 
west sidewalk of Foster; 8.52' north of fire hydrant. 


Bm 34 Bench Mark at the northwest corner of Trinity and Orient 
streets, center line of west sidewalk of Orient, north sidewalk 
of Trinity; 25.41’ east of tag in telephone pole. 


K—6 Oak hub under stake, 3.0' east of east line of No. 508 Hargrove 
street, 1.0’ north of north path to Trinity Avenue; 10.19’ south- 
west of tag in stake. 


K—5 Oak hub on the south side of Hargrove street, 3.0’ east of west 
line of No. 507 Hargrove, about south property line of Har- 
grove; 18.97’ northeast of northwest corner of foundation of 
No. 507 Hargrove; 3.85’ west of tag in maple tree; 28.55’ south- 
west of tag in sycamore tree. 


K—4 Oak hub at the northeast corner of Hargrove and Foster streets, 
2.0’ east of east gutter of Foster, about north property line 
of Hargrove (in grass); 7.0’ south of south line of No. 802 
Foster; 17.84’ southwest of corner of brick foundation of No. 
802 Foster; 40.63’ north of tag in telephone pole; 43.76’ north- 
east of tag in telephone pole. 


LINE “P” 


P—1 Oak hub on the south side of Green street, about 320’ east of 
Duke street, 29.0’ west of west line of Hibberd house; 14.68’ 
northeast of tag in stake; 104’ southeast of southeast truss of 
transmission line tower; 45.07 southeast of tag in cedar tree. 


Bm 65 Bench Mark on the south side of Green street, 212’ west of cen- 
ter line of Eblin ave., 16.0 east of east line of wire fence; 
2.0' south of south gutter of Green street; 30.33’ southeast of 
tag in fence post; 46.50’ east of tag in fence -post. 


Bm 67 Bench Mark at the southwest corner of Green and Glendale 
streets, 3.0' southeast of street sign post; 31.32’ southwest of 
tag in corner fence post; 25.09’ south of tag in sweet gum 
tree; 38.49’ southeast of tag in fence post. 


Bm 59 Bench Mark on the north side of Markham street, 3.0’ south of 
north gutter; 200’ east of center of Glendale street; 13.08’ 
southwest of tag in stake; 9.65’ southeast of tag in stake. 


Bm 62 Bench Mark at the northwest corner of Mangum and Markham 
streets, 5.0’ east of west curb of Mangum; 5.0’ north of north 
gutter of Markham; 10.56 east of fire hydrant; 21.70’ south of 
tag in telephone pole; 56.10’ southwest of tag in hickory tree; 
4.21' northeast of center of, manhole. 


P—6 Lead hub on west side of Mangum street, 5.0’ east of west curb; 
2.0' south of south edge of bridge over N. & W. R.R. 14.7’ 
northeast of fire hydrant; 16.98’ northeast of tag in telephone 
pole; 2.04’ south of tag in end of guard plank, west side of 
bridge; 25.57’ west of tag in guard rail post. 


Ele- 


vation 


360.814 
335.457 
339.342 


362.504 


357.602 


358.352 
360.814 


365.581 


350.658 


365.861 


368.094 


384.382 


391.936 


400.591 


Point 


K5 


K4 
13 


60 
Pl 
65 


67 


59 


62 


P6 


Report Duruam Geropretic SURVEY 


POSITIONS—PRECISE TRAVERSE 


LINE “K”—(Continued) 


Co-ordinates Corrected 
North East Course Distance 
52 509.06 49 732.95 14-13 568.64 

53 841.03 48 475.24 
53 840.18 49 335.63 - 38-34 860.39 
53 636.87 49 529.96 34-K6 281.24 
53 312.12 49 551.73 K6-K5 325.48 
53 388.40 49 772.87 K5-K4 233.93 
52 509.06 49 732.95 K4-13 880.25 

LINE “P” 

55 513.80 48 495.87 
55 805.81 48 798.54 60-P1 420.57 
55 783.29 50 780.62 PI1-65 1982.21 
55 788.32 51 335.55 65-67 554.95 
55 488.43 51 551.46 67-59 369.53 
55 361.26 52 211.96 59-62 672.64 
54 862.41 52 109.21 62-P6 509.32 


59 


Corrected 
Azimuth 


268 
270 


316 


356 


250 


~ 02 


226 


270 


269 


324 


280 


11 


yee 


45 38 
03 24 


17 35 


09 56 


58 04 
35 58 


01 37 


39 03 


28 50 


14 46 


53 52 


38 21 


60 


Report Duruam Geropetic SuRVEY 


REFERENCES—PRECISE TRAVERSE 


LINE “P”—(Continued) 


Bm 56 Bench Mark at the northeast corner of Lynch and Mangum; 


center line of east sidewalk of Mangum, center line of north 
sidewalk of Lynch; 9.55’ northwest of fire hydrant; 40.97’ 
north of southeast property corner; 65.7' northeast of south- 
west property corner; 35.76’ east of tag in telephone pole; 
5.84’ southeast of tag in telephone pole. 


Bm 43 Bench Mark at the northeast corner of Mangum and Trinity 


Q—4 


ave., 0.5’ east of east property line of Mangum, 1.0’ north . 
of center line of north sidewalk of Trinity; 11.41’ southeast 
of fire hydrant; 10.27’ northwest of tag in telephone pole; 
36.6’ north of tag in telephone pole. 


Lead hub at the southeast corner of Mangum and Geer streets, 
1.0' west of center line of east sidewalk of Mangum; 11.08’ 
northeast of tag in telephone pole; 38.45’ east of tag in tele- 
phone pole; 38.17’ south of tag in telephone pole. 


LINE “<Q” 


Oak hub at the northwest corner of Corporation and Rigsbee 
streets, in line with west curb of Rigsbee, about north curb 
line of Corporation; 3.21' southeast of tag in telephone pole; 
44.78’ northwest of tag in telephone pole; 49.28’ north of tag 
in telephone pole; 44.21’ east of tag in telephone pole. 


Lead hub at the southeast corner of Corporation and North 
streets, south curb of Corporation, east property line of 
North; 7.21’ northeast of tag in telephone pole; 38.00’ south of 
fire hydrant; 28.02’ northwest of foundation corner, No. 714 
North street. 


Oak hub on the south side of Corporation street, at curve to 
east, 6.0’ east of east line of No. 213 Corporation; 2.0’ south 
of edge of small bank at gutter; 17.82’ northeast of north- 
west corner of foundation of No. 213 Corporation; 21.24’ 
southeast of tag in oak tree. 


Oak hub at the southeast corner of Corporation and Glendale 
streets, south curb line of Corporation, east curb line of Glen- 
dale; 33.35’ east of tag in telephone pole; 30.59’ southwest of 
fire hydrant; 6.63’ west of tag in tree. 


Ele- 


vation Point 


393.205 


406.209 


400.158 
386.494 


360.814 
390.140 


384.926 


390.832 


395.071 
385.937 


56 


43 


P9 
20. 


13 
Ql 


Q2 


Q3 


Q4 
F3a 


Report Duruam Gropetic Survey 


POSITIONS—PRECISE TRAVERSE 


LINE “P”—(Continued) 


Co-ordinates Corrected 
North East Course Distance 
54 478.15 52 058.89 P6-56 387.54 
53 781.72 51 917.75 56-43 710.59 
53 144.74 51 768.28 43-P9 654.28 
52 169.53 51 493.52 P9-20 - 1021.84 
LINE “@” 

52 509.06 49 732.95 
52 543.49 50 158.39 13-Q1 426.83 
52 523.89 50 826.57 Q1-Q2 668.47 
52 524.05 51 054.19 Q2-Q3 227.62 
52 340.70 51 344.85 Q3-Q4 343.66 


52 264.68 51 504.15 Q4-F3a 176.51 


61 


Corrected 
Azimuth 


° , 


07 27 37 


11 27 21 


13 12 19 
15 35 51 


265 22 25 


271 40 50 


269 57 38 


302 14 35 
295 30 40 


62 


Bm 51 


Bm 53 


Bm 69 


Bm 73 


Bm 83 


Bm 86 


Bm 85_ 


Bm 84 


Report Durnam Gropetic SurvEY 
REFERENCES—PRECISE TRAVERSE 


LINE “Ww” 


Bench Mark at the southwest corner of Watts and Minerva 
streets, 2.0' west of west curb of Watts, 1.0’ south of south 
property line of Minerva; 7.40’ southwest of tag in telephone 
pole at SW corner; 12.18’ northeast of tag in maple tree; 
38.83’ west of fire hydrant. 


Bench Mark at the northwest corner of Trinity and Watts 
streets, west curb of Watts, 2.5’ north of center line of Trin- 
ity; 7.87’ south of fire hydrant; 47.34’ southwest of tag in tele- 
phone pole on NE corner; 13.04’ east of northwest property 
corner. 


Bench Mark at the northwest corner of Watts and Markham 
streets, 2.5’ west of west curb of Watts, on line with north curb 
of Markham; 28.95’ northeast of tag in telephone. pole; 54.40’ 
northwest of tag in telephone pole; 64.30’ northwest of fire hy- 
drant; 70.90’ southwest of tag in telephone pole. 


Bench Mark at the northwest corner of Green and Watts 
streets, 2.5' west of west curb of Watts, on line with north 
curb of Green; 28.72’ northeast of tag in telephone pole; 58.70’ 
northwest of fire hydrant; 43.03’ southwest of tag in tele- 
phone pole; 20.22’ southeast of tag in elm tree. 


Lead hub in the east curb of Watts street, about 175’ north of 
store, north of north line of third house north of corner; 31.81’ 
southeast of tag in telephone pole; 34.42’ east of tag in elm 
tree; 45.79’ north of tag in telephone pole. 


Bench Mark, 3.0’ east of east curb of Watts street, about 360’ 
south of center line of North Road, 68’ south of south line of. 
yellow frame house; 76.10’ southeast of tag in telephone pole; 
41.70' northeast of tag in telephone pole; 33.12’ north of tag 
in telephone pole. 


Bench Mark at the southwest corner of Watts street and 
North road, west curb of Watts street, 4.0’ south of south 
property line of North road; 2.31’ southwest of tag in tele- 
phone pole; 15.29’ northeast of tag in sweet gum tree; 46.15’ 
west of center of filling pipe to gas tank in front of D. S. 
Miller’s Grocery Store; 45.23’ southwest of tag in telephone 
pole. 


Bench Mark on the north side of North road, 22’ west of west 
line of D. C. May’s Residence, at offset; 30.38’ southeast 
of tag in telephone pole No. 2241; 29.22’ north of telephone 
pole; 42.10’ west of telephone pole No. 2242. 


Beneh Mark at northwest corner of North road and Duke 
street, north side of North, west of center line of Duke; 29.39’ 
northeast of tag in telephone pole; 33.05’ west of tag in tele- 
phone pole; 7.81 southwest of tag in telephone pole No. 2247. 


Ele- 


vation Point 


399.555 
385.348 


394.032 


410.752 


407.744 


399.059 


377.319 


372.618 


389.253 


381.634 


35 
51 


53 


69 


73 


W5 


86 


85 


84 


Report DurHam Geopetic SuRVEY 


POSITIONS—PRECISE TRAVERSE 


LINE “W” 
Co-ordinates 

North East Course 
52 236.77 46 839.73 
53 397.01 46 $42.52 35-51 
53 856.87 46 844.73 51-53 
55 439.78 46 864.21 53-69 
55 866.88 46 881.36 69-73 
56 430.28 46 942.04 73-W5 
57 560.69 46 981.96 W5-83 
57 918.50 46 862.56 83-86 
57 952.03 47 988.87 86-85 
57 955.39 48 547.74 85-S4 


Corrected 
Distance 


1160.24 


459.86 


1583.03 


427.44 


566.66 


1131.11 


377.20 


1126.81 


558.87 


Corrected 
Azimuth 


oe a 


180 0S 16 


180 16 33 


180 42 19 


182 17 59 


186 0S 49 


182 O01 22 


161 32 45 


269 39 21 


64 Rerort DurHam Geroprtic SuRVEY 


REFERENCES—PRECISE TRAVERSE 


LINE “W”—(Continued) 


W—10 Oak hub on the west side of Duke street, 0.5’ west of gutter, 
400’ south of North road, 100’ north of break in road; 10.78 
south of tag in telephone pole; 11.13’ northeast of tag in fence 
post; 26.18’ southwest of tag in telephone pole. 


Bm 76 Bench Mark on the east side of Duke street, 2.0’ east of gutter, 
10.10’ north of north line of No. 1322 Duke street. 34.02’ 
southwest of tag in maple tree; 34.21’ northwest of northwest 
corner of foundation of house; 38.18’ northwest of tag in 9” 
tree. 


Bm 60 Bench Mark on the west side of Duke street, about 1.5’ west 
of gutter, 13.0’ north of north line of No. 1101 Duke, about 
120’ north of Markham street. 20.18’ southeast of tag in tree; 
46.20' northeast of northeast corner of foundation of house No. 
1101 Duke. 


W—13 Oak hub on the east side of Duke street, at top of highest hill, 
15.0’ south of south line of No. 806 Duke street, 34.60’ south- 
‘east of tag in Chinaberry tree; 34.16’ southwest of southwest 
corner of foundation of house No. 806; 46.39’ northwest of 
northwest corner of foundation of house No. 804. 


Bm 38 Bench Mark at the northwest corner of Duke street and Trinity 
avenue, in west curb of Duke, center line of sidewalk of Trin- 
ity; 31.70’ east of tag in telephone pole; 57.40’ northeast of 
fire hydrant; 55.10’ north of tag in telephone pole; 87.90’ 
northwest of southeast property corner (iron fence post). 


Bm 49 Bench Mark at the northwest corner of Trinity avenue and Greg- 
son street, 6.0' west of west curb of Gregson, 2.0’ south of 
center line of north sidewalk of Trinity; 20.44’ northeast of 
tag in telephone pole; 53.40’ northwest of fire hydrant; 33.50’ 
southeast of southeast corner of No. 1002 Trinity avenue. 


Rerort DurHam Groprtic SurvEY 65 


POSITIONS—PRECISE TRAVERSE 
LINE “W”—(Continued ) 


Ele- Co-ordinates Corrected Corrected 
vation Point North East Course Distance Azimuth 


° oy, 


374.327 W10 57 620.13. 48 530.25 84-W10 335.72 02 59 11 


369.539 76 56 848.76 48 540.02 W10-76 771.43 359 16 29 


365.581 60 55 513.80 48 495.87 76-60 1335.69 O01 53 38 


362.234 W13 54 372.56 48 525.94 60-W13 1141.64 358 29 26 


335.457 38 53 841.03 48 475.24 W413-38 533.94 05 26 57 


352.897 49 53 850.81 47 702.49 38-49 772.81 90 43 30 
53 49-53 857.83 90 24 17 


INDEX 
FOR REFERENCES AND POSITIONS OF 
PrecisE Survey Ports 


Bench Reference Position Bench Reference Position 
Mark Page Page Mark Page Page 

1 36 37 44 38 39 

2 36 37 45 48 49 

3 48 49 46 44 45 

4 50 51 47 50 51 

5 38 39 48 48 49 

6 36 37 49 64 65 

ii 54 55 50 48 49 

8 38 39 51 62 63 

9 48 49 52 50 51 
10 38 39 53 62 63 
it 46 AT 54 44 45 
12 38 39 55 48 49 
13 58 59 56 60 61 
14 56 57 57 38 39 
15 36 37 58 38 39 
16 50 51 59 58 59 
17 50 51 60 64 65 
18 54 55 61 56 57 
19 42 43 62 58 59 
20 48 49 63 48 49 
21 50 51 64 44 45 
22 38 39 65 58 59 
23 46 AT 66 56 57 
24 36 on 67 58 59 
25 40 41 68 40 Al 
26 50 51 69 62 63 
27 54 55 70 44 45 
28 38 39 71 52 53 
29 56 57 72 52 53 
30 56 57 73 62 63 
31 40 41 TA 40 41 
32 56 57 75 46 AT 
Be not used 76 64 65 
34 58 59 17 54 55 
35 54 55 78 46 AT 
36 40 41 79 40 41 
37 56 57 80 38 39 
38 64 65 81 46 47 
39 38 39 82 46 4T 
40 56 57 83 62 63 
41 40 41 84 62 63 
42 54 55 85 62 63 


INDEX 
FOR REFERENCES AND Postrions OF 
Precisrk Survey Pornts 


Semi Reference Position Semi- Reference Position 
permanent Page Page permanent Page Page 
Point Point 
JNU 38 39 G 2 52 53 
A 13 36 37 G3 52 53 
A 14 36 37 G 6 50 51 
A 17 36 37 Gali 50 51 
G 8 50 51 
B2 40 41 
B 6 40 4l H 2 52 53 
Bit 40 41 H 3 52 53 
B 8 40 Al H 4 52 53 
B 9 40 41 H 5 52 53 
B 12 40 41 H 6 52 53 
H 9 54 55 
C 2 42 43 
© 33 42 43 J 2 54 55 
C4 42 43 Jie 54 55 
@i5 42 43 JG 56 57 
J 10 56 57 
Di 44 45 
D 2 44 45 Le il 56 57 
D 5 44 45 K 4 58 59 
D 6 44. 45 K 5 58 59 
1D) 46 44 45 K 6 58 59 
D 10 44, 45 
D il 46 47 Pil 58 59 
12 58 59 
E 1 46 AT P*9 60 61 
E 2 46 Aq 
E 3 46 Ni Qi 60 61 
E 8 48 49 Q2 60 61 
E 9 48 49 Q3 60 61 
E 15 48 49 Q4 60 61 
E 16 48 49 W 5 62 63 
Fa 50 51 W 10 64 65 


W 13 64. 65 


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526 


